HomeMy WebLinkAbout20140308.tiff EXHIBIT K
SOILS REPORT
KL EINFEL DER
Bright People.Right Solutions.
September 25, 2012
Project Number: 124271-6
Stuart Asselin, PE
EVP Engineering and Operations
Sterling Energy Investments LLC
1225 171h Street, Suite 2520
Denver, CO 80202
sasselin a,sterlingeneray,us
CC: Dennis Miller, P.E.
ZAP Engineering & Construction Services, Inc.
rnillerd ct zapecs.corn
Subject: Geotechnical Engineering Report
Proposed Centennial Gas Plant
Vicinity of County Road 89 and County Road 100
Weld County, Colorado
Mr. Asselin:
The attached final report presents the results of our Geotechnical Investigation for the proposed
Centennial Gas Plant to be located in rural northeast Weld County, Colorado. Our services
consisted of a subsurface exploration program, 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 at (719) 632-3593.
Respectfully submitted,
KLEINFELDER WEST, INC.
Kami D. Deputy
Geological Engineer
Brysen T. Mustain, PG William J. Bacreire, PE
Engineering Geologist Senior Geotechnical Engineer
KDD/BTM/WJB/jkw
Enclosures
124271-6/CSP12R0416 Page 1 of 1 September 25, 2012
Copyright 2012 Kleinfelder
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GEOTECHNICAL ENGINEERING REPORT
PROPOSED CENTENNIAL GAS PLANT
VICINITY OF COUNTY ROAD 89 AND
COUNTY ROAD 100
WELD COUNTY, COLORADO
Prepared by:
Kami D. Deputy Reviewed By: a'i ,
Geological Engineer ��A�.,«an�ar�
/ rte,
r 12045 c
Brysen T. Mustain, PG William J. Barreire, PE ' 9/z"5/Z'
Engineering Geologist Senior Geotechnical Engineer
September 25, 2012
Kleinfelder Project Number: 124271-6
Kleinfelder
4815 List Drive, Unit 115
Colorado Springs, CO 80919
Phone: (719) 632-3593
Fax: (719) 632-2648
Copyright 2012 Kleinfelder
All Rights Reserved
ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC
PROJECT FOR WHICH THIS REPORT WAS PREPARED.
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A Report Prepared for:
Stuart Asselin, PE
EVP Engineering and Operations
Sterling Energy Investments LLC
1225 17th Street, Suite 2520
Denver, CO 80202
sasselin(a sterlingenergy.us
CC: Dennis Miller, P.E.
ZAP Engineering & Construction Services, Inc.
millerd c(�zapecs.com
Geotechnical Engineering Report
Proposed Centennial Gas Plant
Vicinity of County Road 89 and County Road 100
Weld County, Colorado
Kleinfelder Job No. 124271-6
Prepared by:
Kami D. Deputy Brysen T. Mustain, PG
Geological Engineer Engineering Geologist
Reviewed by:
William J. BarreirePE
Senior Geotechnical Engineer
KLEINFELDER WEST, INC.
4815 List Drive Unit 115
Colorado Springs, Colorado 80919
(719) 632-3593
FAX: (719) 623-2648
September 25, 2012
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Copyright 2012 Kleinfelder
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TABLE OF CONTENTS
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 3
2.1 FIELD EXPLORATION 3
2.2 LABORATORY TESTING 5
2.2.1 Geotechnical Laboratory Testing 5
2.2.2 Analytical Laboratory Testing 5
3 SITE CONDITIONS 6
3.1 SURFACE 6
3.2 GEOLOGY 6
3.3 SEISMICITY 6
3.4 SUBSURFACE 7
3.5 GROUNDWATER 7
4 CONCLUSIONS AND RECOMMENDATIONS 8
4.1 GEOTECHNICAL FEASIBILITY OF PROPOSED CONSTRUCTION 8
4.2 CONSTRUCTION CONSIDERATIONS 9
4.2.1 Site Preparation and Grading 9
4.2.2 Excavation Characteristics 9
4.2.3 Imported Structural Fill Criteria 10
4.2.4 Utility Trench Backfill 10
4.2.5 Compaction Requirements 11
4.2.6 Construction in Wet or Cold Weather 11
4.2.7 Construction Testing and Observation 12
4.2.8 Surface Drainage and Landscaping 12
4.2.9 Permanent Cut and Fill Slopes 13
4.3 FOUNDATIONS 13
4.3.1 Foundation Option#1: Drilled Pier Recommendations 13
4.3,2 Foundation Option#2: Shallow Footing/Reinforced Mat Foundation
Recommendations 15
4.4 CONCRETE FLOOR SLAB CONSTRUCTION 16
4.5 CORROSIVITY 18
4.5.1 Concrete 18
4.5.2 Buried Metal 18
4.6 PERCOLATION TESTING 19
4.7 GRAVEL"PAVEMENT"SECTION DESIGN RECOMMENDATIONS 19
4.7.1 Existing Roadway Subgrade Material 19
4.7.2 Design Traffic Loadings 20
4.7.3 Design Sections 20
4.8 GRAVEL SECTION CONSTRUCTION RECOMMENDATIONS 21
4.8.1 New Gravel Section Subgrade Preparation 21
4.8.2 New Gravel Section Materials 21
4.8.3 Drainage 21
5 ADDITIONAL SERVICES 22
5.1 REQUIREMENTS FOR ADDITIONAL SERVICES 22
5.2 REVIEW OF PLANS AND SPECIFICATIONS 22
5.3 PRE-CONSTRUCTION MEETINGS 22
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5.4 CONSTRUCTION OBSERVATION AND TESTING 22
6 LIMITATIONS 24
APPENDICES
A Vicinity Map and Boring Location Plan
B Boring Logs
C Geotechnical Laboratory Test Results
D Analytical Laboratory Test Results
E Site Photos
F Important Information About Your Geotechnical Engineering Report
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Copyright 2012 Kleinfelder
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1 INTRODUCTION
1.1 GENERAL
This report presents the results of Kleinfelder's Geotechnical Investigation performed for
the proposed Centennial Gas Plant to be constructed in rural Weld County, Colorado.
An attached Vicinity Map and Boring Location Plan (Plate A-1 in Appendix A) shows the
general location of the project. Our investigation was performed for Sterling Energy
Investments LLC (Sterling) and was authorized by Mr. Stuart Asselin.
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 upon 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
We understand the proposed Gas Plant will consist of an office structure, warehouse
structure, skids, flare, and other smaller equipment such as tanks, pipe supports,
transformers, and small storage areas. A gravel access road and septic system are
planned for the facility. We understand that the proposed location of the office structure
has been moved to the west approximately 250-feet since the time of our field
investigation.
Based on the preliminary site plan provided, we anticipate that site grading required to
reach finished site grades will generally consist of minimal cuts and fills, other than cuts
required for foundation and floor slab subgrade preparation. Anticipated structural loads
and dimensions were provided by ZAP Engineering and were utilized in our foundation
design analysis and preparation of this report.
If the type of construction, or proposed grading plans vary significantly from those
described above, Kleinfelder should be notified immediately in order to review and revise
our recommendations, as required.
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1.3 PURPOSE AND SCOPE
The purpose of our investigation was to explore and evaluate subsurface conditions at
various locations on the site and, based upon the conditions found, develop
recommendations relating to the geotechnical aspects of project design and
construction. Our conclusions and recommendations in this report are based upon
analysis of the data from our field exploration, laboratory tests, and our experience with
similar soil and geologic conditions in the area.
Kleinfelder's scope of services included:
• A visual reconnaissance to observe surface and geologic conditions at the
project site and locating the exploratory borings.
• Notification of Utility Notification Center of Colorado (UNCC) and working with
Sterling personnel to locate underground utilities and identify potential conflicts
with our subsurface exploration.
• The drilling of a total of eighteen (18) exploratory borings within the proposed site
development.
• Drilling of a total of six (6) percolation test holes and performing percolation tests
in the area of the proposed septic system.
• Laboratory testing of selected samples obtained during the field exploration to
evaluate relevant physical, analytical, and engineering properties of the soil.
• Evaluation and engineering analyses of the field and laboratory data collected to
develop our geotechnical conclusions and recommendations.
• Preparation of this report.
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2 FIELD EXPLORATION AND LABORATORY TESTING
2.1 FIELD EXPLORATION
Our geotechnical exploration program was performed July 30 and 31, 2012 and included
advancing the following borings at the approximate locations indicated on the attached
Plate A-1:
Table I — Summary of Field Exploration Program
Approximate Depths of
Boring Designation
Exploration [feet]
STRUCTURE BORINGS
B-1 25
B-2 25
B-3 25
B-4 24%
B-5 25
B-6 25
B-7 24%
B-8 25
B-9 241/2
B-10 25
B-11 40%
B-12 24%
B-13 24%
B-14 25%
B-15 24%
B-16 24%
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Approximate Depths of
Boring Designation
Exploration [feet]
PAVEMENT BORING
P-1 10
PERCOLATION TEST PROFILE BORING
Percolation Profile 10%
The approximate boring locations are indicated in the attached Vicinity Map and Boring
Location Plan on Plate A-1; no surveyed latitude, longitude, or elevation data were
provided for the boring locations. The exploratory borings were advanced using a truck-
mounted CME-55 drill rig equipped with 4-inch outside-diameter, continuous-flight, solid-
stem auger. Subsurface soil samples were obtained during exploration using a
California-type sampler (2.5-inch I.D.) and standard split-spoon (SPT) sampler (1.375-
inch I.D.) driven into the strata, with blows from a 140-pound hammer falling through a
30-inch drop. The blows required to drive the sampler in 6-inch increments into the
strata are recorded on the logs. These blow counts are an indication of the relative
density or consistency of the strata. Borings were backfilled with auger cuttings upon
completion of drilling. However, the percolation test borings were left open per Weld
County specifications.
During drilling, a Kleinfelder geotechnical engineer/geologist examined and classified the
materials encountered, obtained representative soil and rock samples, and recorded
pertinent information. Representative soil samples were obtained and classified in
accordance with American Society for Testing and Materials (ASTM) Standard D 2488.
SPT samples were placed in plastic bags and California-type samples were sealed in
plastic containers to limit moisture loss, labeled, and returned to our laboratory for further
examination and testing.
Appendix B includes individual boring logs describing the subsurface conditions
encountered and a boring log legend. The lines defining boundaries between soil and
rock types on the logs are based on drill rig behavior and interpolation between samples,
and are therefore approximate. Transition between soil and rock types may be abrupt or
may be gradual.
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2.2 LABORATORY TESTING
2.2.1 Geotechnical Laboratory Testing
Laboratory tests were performed on selected soil samples to estimate their relative
engineering properties. Tests were performed in general accordance with the local
practice, ASTM or other recognized standards-setting bodies and included:
• Sieve Analysis of Fine and Coarse Aggregates Test;
• Natural Density and Moisture Content Test;
• Atterberg Limits Test;
• One-Dimensional Swell/Consolidation Potential; and
• Determination of Resistance R-Value of Compacted Soils.
Results of the laboratory tests are included in Appendix C. Selected test results are also
shown on the boring logs contained in Appendix B.
2.2.2 Analytical Laboratory Testing
A summary of test methods and results of the analytical laboratory testing are presented
in Appendix D of this report. Analytical testing included:
• pH;
• Resistivity;
• Water Soluble Sulfates; and
• Water Soluble Chlorides.
Results of the analytical testing are summarized below:
Table 2—pH value, Resistivity, and Water Soluble Sulfate & Chloride Test Results
Water Soluble Water
Sample Location pH Value Resistivity Sulfates Soluble Lithology
and Depth (Feet) (Ohm-cm) (percent} Chlorides
(percent)
B-4 @ 2' 7.9 808 0.011 0.0073 Lean CLAY
(CL)
B-10 @ 7' 8.3 877 0.009 0.0011 Lean CLAY
(CL)
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3 SITE CONDITIONS
3.1 SURFACE
At the time of our exploration, the subject site comprised open grassland with native
weeds and grasses. The site topography slopes gently downward to the north and has a
slight rise in the southwest corner. The maximum elevation changes across the site were
on the order of approximately 15-feet.
3.2 GEOLOGY
Prior to drilling, site geology was evaluated by reviewing geologic maps including the
USGS Geologic Map of Colorado (USGS, 2005). The mapping indicates that the project
site comprises residual sand and clay overburden layers underlain by the White River
Formation, which consists of interlayered ashy sandstone and claystone. This is
generally consistent with our subsurface explorations.
3.3 SEISMICITY
Based upon the geologic setting, subsurface soil conditions, and low seismic activity in
this region, liquefaction is not expected to be a hazard at the site. Based on geologic
mapping, we believe the subsurface profile at this site corresponds with Site Class C of
the 2009 International Building Code (IBC). We recommend the following site
coefficients be used at this site.
Table 3—Design Acceleration for Short Periods
SMS SDS
SS Fa (SMs= FaSa) PDS=2/3 Skis)
0.147 1.2 0.177 0.118
Ss = The mapped spectral accelerations for short periods(U.S.Geological Survey Web Page,2012)
Fa = Site coefficient from Table 1613.5.3(1),2009 IBC
SMs = The maximum considered earthquake spectral response accelerations for short periods
Stu = 5-percent damped design spectral response acceleration at short periods
Table 4—Design Acceleration for 1-Second Period
S1 F„ SM7 SD1
(SMl = FA) (SD.' =2/3 Sm.')
0.047 1.7 0.079 0.053
S, = The mapped spectral accelerations for 1-second period(U.S.Geological Survey Web Page,
2012)
F', = Site coefficient from Table 1613.5.3(2),2009 IBC
SM1 = The maximum considered earthquake spectral response accelerations for 1-second period
Sp1 = 5-percent damped design spectral response acceleration at 1-second period
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3.4 SUBSURFACE
The subsurface conditions encountered in our borings generally consisted of lean to fat
clay and silt in the upper 10- to 15-feet overlying claystone bedrock to boring
termination. Field penetration testing (blow counts) indicated the consistency of the fine-
grained soils were generally firm to hard. The consistency of the overburden material
encountered indicates that it comprises residual weathered and formational bedrock
from the White River Formation. One-dimensional swell/settlement testing on the clay
soils indicated the material has a moderate to very high swell potential ranging between
2 and 8 percent when saturated under a 1 kip per square foot (ksf) load. More detailed
descriptions of subsurface conditions encountered at individual exploration locations are
presented on the boring logs included in Appendix B.
3.5 GROUNDWATER
Free groundwater was not encountered during our field exploration. Based on our
subsurface data along with our understanding of the proposed project, we do not
anticipate that groundwater will significantly impact the proposed development.
However, soil moisture levels and groundwater levels commonly vary over time and
space depending on seasonal precipitation, irrigation practices, land use, and runoff
conditions. These conditions and the variations that they create often are not apparent
at the time of field investigation. 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. It should be
noted that Kleinfelder has not performed a hydrologic survey to establish the seasonal
variation in groundwater levels.
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4 CONCLUSIONS AND RECOMMENDATIONS :.
4.1 GEOTECHNICAL FEASIBILITY OF PROPOSED CONSTRUCTION
Based on the information presented herein, it is Kleinfelder's opinion that development of
the site as planned is feasible, provided that the recommendations in this report are
incorporated in the design and construction of the project.
Based upon the data obtained from our subsurface investigation, the major geotechnical
issue involved in developing this site is the expansion potential of the clay soil materials
at the anticipated foundation and floor slab elevations coupled with the anticipated
relatively light loads of the proposed structures. Potential heave on the order of 3- to 6-
inches is possible by the expansive soils in their current state. In order to mitigate the
potential risk of future structure damage due to swell and associated heave, we
recommend that the proposed structures be supported on a deep foundation system
comprising straight-shaft drilled piers or a shallow footing foundation system bearing on
a thick layer of structural fill.
Foundation Option#1
A deep foundation system consisting of straight-shaft drilled piers bearing within the
underlying CLAYSTONE BEDROCK would provide the lowest risk of movement for the
proposed structures. This system would require voids beneath mat foundations/pier
caps and floor systems.
Foundation Option #2
Another potential foundation system option would be a shallow spread footing foundation
system in conjunction with over-excavation of the expansive subgrade soils to a depth of
7-feet below the bottom of the anticipated foundation elevation and replacement of the
on-site soils with approximately 7-feet of moisture conditioned and compacted structural
fill.
We should be allowed to review the proposed imported structural fill criteria submittals
and the final grading plans. If proposed site development plans change, we should be
notified immediately to review our recommendations.
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4.2 CONSTRUCTION CONSIDERATIONS
4.2.1 Site Preparation and Grading
All site preparation and earthwork operations should be performed in accordance with
applicable codes, safety regulations and other Local, State or Federal guidelines. Begin
site work by stripping the topsoil, vegetation and other deleterious materials now present
at the ground surface within the subject site. This applies both to areas to be filled and
areas to be cut. Remove the stripped materials for offsite disposal in accordance with
local laws and regulations or, if appropriate, stockpile them for later use in landscaped
areas. Areas to receive fill should be stripped of soft earth materials until a firm
unyielding subgrade is exposed as evaluated by the geotechnical engineer.
Prior to placement of structural fill, processing of the subgrade should be
performed. This should include scarifying the subgrade to a depth of at least 8-
inches, moisture conditioning, and compacting to the values indicated in Section
4.2.5.
4.2.2 Excavation Characteristics
If drilled pier foundations are utilized, a drilling rig for excavation of the drilled piers of
sufficient size to penetrate the very hard formational White River Formation bedrock
(portion of log in Appendix B labeled CLAYSTONE BEDROCK) the required amount
should be mobilized. We anticipate that excavation of the onsite clay and silt soils as
described herein can be performed with standard heavy-duty earthmoving equipment.
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.
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We believe that the overburden soils on this site will classify as Type C materials and the
bedrock will classify as Type B materials using OSHA criteria. OSHA requires that
unsupported cuts be laid back to ratios no steeper than 1Y2H:1V (horizontal:vertical) for
Type C materials, and 1H:1V for Type B materials in cuts up to 20-feet in height. In
general, we believe that these slope ratios will be temporarily stable under unsaturated
conditions. If infiltration occurs, flatter slopes may be appropriate. Please note that the
actual determination of soil type and allowable sloping must be made in the field by an
OSHA-qualified "competent person."
4.2.3 Imported Structural Fill Criteria
On-site silty and clayey soils should not be used for structural fill. However, the on-site
soils or imported structural fill may be used as site grading fill to reach final grades.
Imported structural fill should consist of a non-expansive, mainly granular material as
specified below:
Table 5— Structural Fill Criteria
Gradation Requirements
Standard Sieve Size Percent Passing
2-inch 100
No.200 10-35
Plasticity Requirements(Atterberg Limits)
Liquid Limit 30 or less
Plasticity Index 6 or less
Prior to placement of the fill, it should be moisture conditioned as described in this
report. A sample of any imported fill material should be submitted to our office for
approval and testing at least one week prior to stockpiling at the site. Structural fill
should be compacted according to the recommendations in Section 4.2.5 of this report.
4.2.4 Utility Trench Backfill
Backfill material should be essentially free of plant matter, organic soil, debris, trash,
other deleterious matter and rock particles larger than 2-inches. Backfill material in the
"pipe zone" (from the trench floor to 1-foot above the top of pipe) should not contain rock
particles larger than 1-inch. Strictly observe any requirements specified by the utility
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agency for bedding and pipe-zone fill. In general, backfill above the pipe zone iltiiity
trenches should be placed in lifts of 6- to 8-inches and compacted using power
equipment designed for trench work. Compact trench backfill as recommended in
Section 4.2.5 of this report.
4.2.5 Compaction Requirements
Fill materials should be compacted to the following:
Table 6— Compaction Specifications
Percent
Fill Location Material Compaction* Moisture
Type (ASTM D-1557) Content
Subgrade Preparation
(after clearing, grubbing, On-site Soils 92 minimum -2%to+2% of
excavation, and prior to fill (See Section 4.2.1) optimum
placement)
Interior Foundation Walls Imported Structural Fill 95 minimum -2%to+2% of
Backfill (See Section 4.2.3) optimum
Shallow Footing Foundations, Imported Structural Fill -2%to+2% of
Mats,and 95 minimum
(See Section 4.2.3) optimum
Floor Slab Structural Fill
Site Grading Fill and -2%to+2% of
Foundation Excavation On-site Soils 95 minimum optimum
Clay Cap Material
CDOT Class 6 -2%to+2% of
New Gravel Pavement Section 95 minimum
Aggregate Base Course optimum
Utility Trench Backfill On-site Soils or 92 minimum -2%to +2%of
Imported Structural Fill optimum
* In non-structural, non-pavement, or landscaped areas, the compaction specification may be
reduced to 90 percent of Modified Proctor (ASTM D-1557). The higher compaction criteria
should be utilized where two or more"fill locations"coincide.
4.2.6 Construction in Wet or Cold Weather
During construction, grade the site such that surface water can drain readily away from
the structural areas. Promptly pump out or otherwise remove any water that may
accumulate in excavations or on subgrade surfaces, and allow these areas to dry before
resuming construction. The use of berms, ditches, and similar means may be used to
prevent stormwater from entering the work area and to convey any water off site
efficiently.
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If earthwork is performed during the winter months when freezing is a factor, no grading
fill, structural fill or other fill should be placed on frosted or frozen ground, nor should
frozen material be placed as fill. Frozen ground should be allowed to thaw or be
completely removed prior to placement of fill. A good practice is to cover the compacted
fill with a "blanket" of loose fill to help prevent the compacted fill from freezing.
If the structures are erected during cold weather, foundations, concrete slabs-on-grade,
or other concrete elements should not be constructed on frozen soil. Frozen soil should
be completely removed from beneath the concrete elements, or thawed, scarified and
re-compacted. The amount of time passing between excavation or subgrade
preparation and placing concrete should be minimized during freezing conditions to
prevent the prepared soils from freezing. Blankets, soil cover or heating as required
may be utilized to prevent the subgrade from freezing.
4.2.7 Construction Testing and Observation
Testing and construction observation should take place under the direction of Kleinfelder
to support our 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 upon the interpretation of a limited
amount of information obtained from the field exploration. It is therefore not uncommon
to find that actual site conditions differ somewhat from those indicated in the report.
Kleinfelder 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.
4.2.8 Surface Drainage and Landscaping
Positive drainage away from the structures is essential to the performance of
foundations, flatwork and gravel drives, and should be provided during the life of the
structures. Surface drainage should be created such that water is diverted off the site
and away from backfill areas of adjacent buildings or equipment foundations. Landscape
areas within 10-feet of the structures should slope away at a minimum of 8 percent.
Areas where pavements or slabs are constructed adjacent to the structures should slope
away at a minimum grade of 2 percent. All downspouts from roof drains should be tight
lined to the storm water drainage system. Landscaping improvements that require
supplemental watering are not recommended adjacent to improved areas
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including foundations, pavements or slabs. In addition, to help reduce the risk of
surface water entering the subgrade structural fill material and pooling on top of the
underlying clay, a thick (minimum 18-inch) clay cap consisting of properly moisture
conditioned and compacted on-site clay soils should be placed around the structure
perimeter to hinder infiltration of surface water.
4.2.9 Permanent Cut and Fill Slopes
Permanent cut and fill slopes exposing the materials encountered in our borings are
anticipated to be stable at slope ratios as steep as 3H:1V under dry conditions. If
infiltration occurs, flatter slopes may be appropriate. New slopes should be re-vegetated
as soon as possible after completion to reduce erosion problems.
4.3 FOUNDATIONS
The proposed structures may be founded on either a drilled pier foundation or a shallow
mat/footing foundation constructed on 7-feet of imported structural fill, as described in
Section 4.1 of this report.
The guidelines below should be followed when constructing drilled piers or shallow
foundations placed on properly prepared subgrade:
4.3.1 Foundation Option#1: Drilled Pier Recommendations
Due to presence of highly expansive clay soils on this site at the proposed foundation
elevations, it is recommended that the proposed structures be supported on a deep
foundation system consisting of straight-shaft drilled piers bottomed within the underlying
CLAYSTONE BEDROCK. For the purposes of this report, CLAYSTONE BEDROCK is
defined as the zone of relatively unweathered claystone bedrock material that is
considered appropriate for "socketing11 the piers to achieve the end bearing and skin
friction criteria presented below, as well as providing proper "anchorage" of the lower
portion of the pier against uplift forces due to expansive clay soils and claystone. This
zone of CLAYSTONE BEDROCK is depicted by the lower portions of the boring logs
labeled as "White River Formation" presented in Appendix B, attached to this report.
Note that the material labeled WEATHERED CLAYSTONE on the boring logs is NOT
sufficient for socketing/anchoring drilled piers. The following provides our design and
construction recommendations for deep foundation systems. The drilled pier
recommendations assume pier diameters of approximately 18- to 30-inches will be
utilized.
124271-6/CSP12R0416 Page 13 of 24 September 25,2012
Copyright 2012 Kleinfelder
KLE/NFELDER
Bnght Mopto.Poght SOW6ons.
• For compressive loading, piers should be designed for a maximum allowabfeend
bearing pressure of 35,000 pounds per square foot (psf) and a skin friction value of
3,500 psf, for the portion of pier in contact with the underlying CLAYSTONE
BEDROCK and at least 5-feet below the bottom of foundation walls or grade beams.
Skin friction in soil or fill materials should be ignored.
• We recommend piers have a minimum drilled length of 28-feet and penetrate the
underlying CLAYSTONE BEDROCK a minimum of 8-feet, whichever results in the
longer "drilled" length. Final pier depths should be determined by the geotechnical
engineer in the field at the time of construction.
• If piers are expected to resist lateral loads, we recommend designing the piers
considering a lateral subgrade modulus of 600 kips per cubic foot (kcf) for the
CLAYSTONE BEDROCK penetration, a value of 300 kcf for the Weathered
Claystone, and a value of 150 kcf for the upper alluvium soils. Lateral soil resistance
within the upper 5-feet of the pier should be ignored.
• Piers should be designed by a qualified structural engineer. Piers should be
reinforced their full length. As a minimum, we recommend the cross-sectional area of
reinforcement be equal to at least 0.6 percent of the gross cross-sectional area of
the pier. This percentage may vary for pier diameters other than that assumed
above, of 18- to 30-inches. Grade 60 steel should be used. Reinforcement should
extend into grade beams or foundation walls.
• Provide at least an 8-inch continuous void beneath pier caps, mats, grade beams or
foundation walls (between piers) to concentrate structure deadloads and isolate the
superstructure from underlying expansive soils.
• Concrete used in the drilled piers should be a fluid mix with a maximum slump of 4-
inches for uncased pier holes and approximately 5- to 7-inches for cased holes to
facilitate removal of temporary casing.
• It is very important to avoid "mushrooming" or widening of the top of the pier hole as
this provides additional surface onto which the expansive soils can exert uplift forces.
Therefore we recommend the use of "sonotube" or other equivalent product to
preserve the diameter of this section of the pier. The sonotube should be placed
prior to pouring the upper portion of the pier.
• Groundwater was not encountered in our borings during drilling operations.
However, if groundwater is encountered during construction and cannot be
controlled (no more than 3-inches of groundwater in the hole at time of pour), then
the concrete should be pumped from the bottom of the hole to the top in order to
displace the water. Piers should be filled with concrete immediately after they are
drilled, cleaned and inspected. Open pier holes should not be left overnight.
124271-6/CSP12R0416 Page 14 of 24 September 25, 2012
Copyright 2012 Kleinfelder
f%"-\
KLE/NFELDER
Boght People.Rrgh:S&or on,
• The pier drilling contractor should mobilize equipment of sufficient size to hieve
required penetration into very hard bedrock strata and have available equipment
necessary for groundwater control, if encountered.
• It is important that the installation of drilled piers be observed by a Kleinfelder
representative to identify the proper bearing strata, observe construction techniques,
and confirm subsurface conditions are as anticipated from our exploratory borings.
4.3.2 Foundation Option#2: Shallow Footing/Reinforced Mat Foundation
Recommendations
In order to minimize the potential risk for structural damage caused by differential
movement due to heave of the expansive soils near the foundation elevations, we
recommend that shallow spread footing/mat foundations bear on at least 7-feet of
properly compacted, imported granular structural fill that meets the requirements of
properly compacted structural fill as described in Sections 4.2.3 and 4.2.5. The
structural fill should extend a minimum 5-feet beyond the edges of footings/mats. In
order to reduce surface water infiltration into the structural fill zone, a low permeability
cap, minimum 18-inches thick, consisting of the on-site clay soils should be used around
the structure perimeter. Exposed subgrades in foundation areas should be prepared
before placement of structural fill by scarification and re-compaction as described in
Section 4.2.1, Site Preparation and Grading. This includes scarifying, moisture
conditioning, and re-compacting at least 8-inches of the existing subgrade prior to
placement of any fill. The guidelines below should be followed when constructing the
spread footing foundation:
• Footings/mats placed on the imported structural fill as described above may be
designed for a maximum allowable soil bearing capacity of 2,500 pounds per square
foot (psf). This bearing pressure may be increased by one-third for transient loading.
The maximum allowable bearing pressure shown above was developed based on
static soil loading.
• For vibratory loading, a reduction in the allowable static bearing pressure should be
considered.
• If continuous footings are utilized they should have a minimum width of 18-inches
and isolated column footings should have a minimum width of 24-inches. Final
foundation dimensions should be determined by a qualified structural engineer
based on the soil bearing capacity and actual structural loads.
124271-6/CSP12R0416 Page 15 of 24 September 25, 2012
Copyright 2012 Kleinfelder
KL EINFEL DER
@right People.Right 5o'ulior.
• We estimate that the potential movement of the spread footing/mat foundation,
designed and constructed in accordance with recommendations provided in this
report, will be approximately 1-inch or less. Due to the expansive nature of the site
soils, limiting foundation movement requires proper surface drainage and measures
to hinder water intrusion into the fill beneath the foundations, as described above
with the use of a clay cap, will be implemented.
• Lateral loads may be resisted using a coefficient of friction for sliding of 0.40
(assuming concrete footings cast directly on structural fill) and an unfactored passive
earth pressure of 360 pounds per cubic foot (pcf) for the foundation wall backfill
consisting of compacted imported granular structural fill. As large movements are
generally required to mobilize the full passive earth pressure, we recommend a
factor of safety of 2 be applied to the above passive earth pressure value.
• Exterior shallow footings or mats in unheated areas should have at least 36-inches
of soil cover above the bearing elevation for frost protection, or that required by local
building codes, whichever is greater. If foundations are placed near the surface, a
reduction in the maximum allowable soil bearing capacity may be required, and the
foundations must be underlain by at least 36-inches of non-frost susceptible material
(i.e. material containing less than 6 percent passing the No. 200 sieve).
• If the foundations are placed near the surface and non-frost susceptible material is
utilized, we recommend a minimum 18-inch thick cap of on-site clay materials be
placed at the surface around the footings or mats, sloped away from the structures,
and extend to the edge of foundation excavations in order to prevent moisture
infiltration into the structural fill material. The clayey cap should be compacted to the
recommendations in Section 4.2.5.
• The foundation subgrade should be protected from wetting and drying prior to and
after concrete placement. Footings should be backfilled as soon as practical after
concrete placement.
• A representative of Kleinfelder should observe all foundation excavations prior to
placement of concrete and/or fill. Additionally, the placement and compaction of
structural fill should be observed and tested by a representative of our firm.
4.4 CONCRETE FLOOR SLAB CONSTRUCTION
If the slab-on-grade option is selected by the owner and the project design team with an
understanding of the associated risk described in Section 4.1, the existing site soils
should be excavated to a depth of at least 7-feet below the bottom of the proposed
concrete slab. The floor slab subgrade backfill should consist of imported structural fill
as defined in Section 4.2.3. Depending on the fines content of the import select fill,
124271-6/CSP12R0416 Page 16 of 24 September 25, 2012
Copyright 2012 Kleinfelder
KLEINFELDER
,rrght Peopto.Right So!urionc.
placement of a gravel working course at the floor slab subgrade elevation rrIay�be
desirable, at the contractor's discretion. The floor slab structural fill should be placed on
a horizontal plane and placed in loose lifts not to exceed 8-inches in thickness, and
compacted according to the criteria presented in the Section 4.2.5 of this report.
The design and construction criteria presented below should be observed for floor slabs
constructed on grade.
1. For design of floor slabs, a modulus of subgrade reaction of 200 pounds per
cubic inch (pci) may be used in design of slabs bearing on 7-feet of imported
structural fill.
2. Floor slabs should be separated from all bearing walls, columns, utilities or other
elements that penetrate the floor slab with expansion joints that allow
unrestrained vertical movement. Floor slabs should not extend into wall panel
cutouts unless saw cut or jointed to allow unrestrained movement. Utilities or
other elements that penetrate the floor slab should be separated from the slab
with expansion joints to allow free vertical movement of the slab to avoid
damage.
3. Interior, non-bearing partitions resting on floor slabs, wallboards and doorframes
should be provided with slip joints at the bottoms so that, if the slabs move, the
movement cannot be transmitted to the upper structure. Slip joints, which will
provide a minimum void space of at least 2-inches, are recommended. If slab
bearing masonry block or steel stud partitions are constructed, the slip joints are
placed at the top of the wall. If the floors move, it is likely the wall will show signs
of distress where they meet the exterior walls. Connecting the partition walls to
the exterior walls using slip channels may reduce distress.
4. Floor slab control joints should be used to reduce damage due to shrinkage
cracking. Control joint spacing is a function of slab thickness, aggregate size,
slump and curing conditions. The requirements for concrete slab thickness, joint
spacing, and reinforcement should be established by the designer, based on
experience, recognized design guidelines and the intended slab use. Placement
and curing conditions will have a strong impact on the final concrete slab
integrity.
If vibrating machinery will be installed at this site, the machine foundations should be
physically isolated from other foundations and slabs to reduce vibration damage. The
124271-6/CSP12R0416 Page 17 of 24 September 25, 2012
Copyright 2012 Kleintelder
KLEINFELDER
Smyth!Moptc Rlght Sa,uticns
design of such foundations requires special analysis that is beyond the scope .tttis
investigation. Please contact Kleinfelder for additional analysis and recommendations if
machine vibrations will be an issue at this building.
4.5 CORROSIVITY
4.5.1 Concrete
The concentration of water-soluble sulfates measured on subsurface soil submitted for
testing was averaged at approximately 0.01 percent. In accordance with ACI Building
Code 318, the requirements for concrete exposed to sulfate-containing soils are presented
in following table:
Table 7—Requirements for Concrete Exposed to Sulfate-Containing Soils
Sulfate Exposure Water soluble sulfate(SO4)in Cement Type
soil, percent by weight
Negligible 0.00 to 0.10 --
II, IP(MS), IS(MS),
Moderate 0.10 to 0.20 P(MS),I(PM)(MS),
l(SM)(MS)
Severe 0.20 to 2.00 V
Very Severe Over 2.00 V plus pozzolan
The concentration of water-soluble sulfates measured on subsurface soils submitted for
testing represents a negligible degree of sulfate attack on concrete exposed to the soils.
These results indicate that a locally available Type I/II cement should be used for concrete
in contact with the soils.
4.5.2 Buried Metal
The pH and electrical resistivity were determined for a selected sample. Test results
averaged a pH value of 8.1 for the onsite soils. Resistivity measurements had an average
value of 840 ohm-centimeters for the existing onsite soils. The primary physical property
for evaluating corrosivity in soil is electrical resistivity. Electrical resistivity is a measure of
resistance to the flow of electrical current. Corrosion of buried metal is an electrochemical
process in which the amount of metal loss due to corrosion is directly proportional to the
flow of electrical current (DC) from metal in to the soil. As resistivity decreases, the
corrosivity of the soil increases. The following table provides a correlation between soil
resistivity and corrosivity towards ferrous metal.
124271-6/CSP12R0416 Page 18 of 24 September 25, 2012
Copyright 2012 Kleinfelder
KL EINFEL DER
Bright People.Right So,utions.
Table 8— Corrosivity Classification
Resistivity in Ohm-centimeters Corrosivity Category
0 to 1,000 Severely corrosive
1,000 to 2,000 Corrosive
2,000 to 10,000 Moderately Corrosive
Greater than 10,000 Mildly Corrosive
Based on the resistivity measurements discussed above, the native soils are expected to
be severely corrosive. A qualified corrosion engineer should review this data to determine
the appropriate corrosion protection measures at the site.
4.6 PERCOLATION TESTING
Kleinfelder performed percolation testing at six (6) locations within the proposed septic
field at the site. The average percolation rate obtained at the site was 30 minutes per
inch, or 2 inches per hour. The boring log for boring "Perc. Profile" (presented in
Appendix B) should be reviewed for more detailed descriptions of the subsurface
conditions at the boring location explored.
4.7 GRAVEL"PAVEMENT" SECTION DESIGN RECOMMENDATIONS
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 pavement
systems. This value is 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 the gravel section on these soils. Our pavement analysis was generally performed in
accordance with the 1993 AASHTO Guide for Design of Pavement Structures Low-
Volume Road Design for Aggregate-Surfaced Roads, as well as local guidelines.
4.7.1 Existing Roadway Subgrade Material
The subgrade soils encountered consisted predominantly of silty and clayey soils. A
Hveem stabilometer test (R-Value) was performed on a representative bulk soil sample
of the soils obtained and resulted in an R-value less than 5. Seasonal resilient modulus
values were estimated using the 1993 American Association of State Highway and
Transportation Officials (AASHTO) Low-Volume Road Design procedures for Aggregate-
124271-6/CSP12R0416 Page 19 of 24 September 25,2012
Copyright 2012 Kleinfelder
KL E/NFEL DER
doghr People.e,ght So!urlon,
Surfaced Roads. The R-value presented above and its associated MR value of 3,025-psi
are typical of the clayey soils encountered and were used as the basis for our gravel
section thickness calculations.
4.7.2 Design Traffic Loadings
For this project, we have assumed typical traffic at the site will be limited and consist of
occasional light vehicle and heavy truck traffic. We have assumed a minimum 18-kip
equivalent single axle load (ESAL) of 10,000 for a 20-year design life. It should be
noted that this value does not include impacts of the typically much heavier
construction traffic during construction of the project. Therefore, if this gravel
section is placed early in the construction process, repairs due to heavy
construction vehicle loads should be expected.
A properly constructed access road as described below will have the ability to support
the anticipated traffic loadings in accordance with AASHTO specifications at the
assumed frequency described above. It is not expected that the proposed roadway will
bear continuous heavy traffic. Therefore, we should be contacted to review our
recommendations if conditions vary from those assumed herein.
4.7.3 Design Sections
The design sections for the roadway alignment were calculated using the 1993 AASHTO
Guide, as well as criteria from the 2011 Colorado Department of Transportation (CDOT)
Pavement Standard Specifications for Road and Bridge Construction. Based on
laboratory test results, the estimated design traffic parameters, and the referenced
design procedures, we recommend the following gravel road section:
Table 9— Gravel Road Section Thickness
Gravel Road Section
9-inches CDOT Class 6
Aggregate Base Course
overlying
8-inches Properly Prepared Subgrade
(see Sections 4.2.1 and 4.9.1)
124271-6/CSP12R0416 Page 20 of 24 September 25, 2012
Copyright 2012 Kleinfelder
i KLEINFELDER
8nght People.R,ghr Solurianc.
4.8 GRAVEL SECTION CONSTRUCTION RECOMMENDATIONS
4.8.1 New Gravel Section Subgrade Preparation
As previously discussed, to create a more uniform and stable subgrade, the subgrade
should be scarified to a depth of at least 8-inches, moisture conditioned and re-
compacted in accordance with Section 4.2.5 of this report, prior to placement of any new
roadway embankment or the new gravel section.
Prior to placing the new gravel section, the subgrade should also be proof-rolled with a
heavily loaded pneumatic-tired vehicle (such fully loaded water truck) after preparation.
Areas that deform under heavy wheel loads are not stable and should be removed and
replaced to achieve a stable subgrade.
4.8.2 New Gravel Section Materials
The new gravel section materials should conform to CDOT Standard Specifications for
Class 6 Aggregate Base Course (ABC) per Section 703.03 of the CDOT Standard
Specifications for Road and Bridge Construction (2011). The ABC material should be
placed in a uniform layer without segregation of size to a compacted depth not to exceed
6-inches and should be compacted to a minimum 95 percent density, ASTM D1557.
4.8.3 Drainage
The collection and diversion of surface drainage away from gravel road areas is
extremely important to the satisfactory performance of a gravel section constructed on
clay soils such as those encountered on this site. Drainage design should provide for
the efficient drainage of water and snow off of gravel areas and preventing ponding and
excessive wetting of the subgrade soils. Water sources include but are not limited to
snowmelt, storm water runoff, and localized groundwater seepage.
124271-6/CSP12R0416 Page 21 of 24 September 25, 2012
Copyright 2012 Kleinfelder
KLE/NFELDER
&JO:People.Prgh!foluNens
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 PRE-CONSTRUCTION MEETINGS
We recommend that the Owner, the Contractor, and the other members of the design
team hold a pre-construction 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:
124271-6/CSP12R0416 Page 22 of 24 September 25, 2012
Copyright 2012 Kleinfelder
KLEINFELDER
Bright Peoptr.Hight Solutions.
• 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.
124271-6/CSP12R0416 Page 23 of 24 September 25, 2012
Copyright 2012 Kleinfelder
KLE/NFELDER
Bight People.Right Soiutiens.
6 LIMITATIONS
The recommendations in this report are based on our field observations, laboratory
testing, and our present understanding of the proposed construction. It is possible that
subsurface conditions can vary between or beyond the points explored. If the conditions
found during construction differ from those described in this report, please notify us
immediately so that we can review our report in light of those conditions and provide
supplemental recommendations as necessary. We should also review the report if the
scope of the proposed construction, including the proposed loads or structure locations,
changes from that described in this report.
Kleinfelder has prepared this report for the exclusive use of Sterling Energy Investments
LLC for the proposed Centennial Gas Plant Site to be constructed in rural Weld County,
Colorado. The report was prepared in substantial accordance with the generally
accepted standards of practice for geotechnical engineering as exist in the site area at
the time of our investigation. No warranty is expressed or implied. The
recommendations in this report are based on the assumption that Kleinfelder will be
provided review comments and additional information as required to revise/refine
recommendations. They also are based on the assumption that Kleinfelder will be
retained to conduct an adequate program of construction testing and observation to
evaluate compliance with our recommendations.
This report may be used only by the Client, and only for the purposes stated, within a
reasonable time from its issuance, but in no event later than one year from the date of
the report. Land use, site conditions (both on- and off-site), or other factors may change
over time, so that additional investigation or revision of our recommendations may be
required with the passage of time. It is the Client's responsibility to see that all parties to
the project including the designer, contractor, and subcontractors, are made aware of
this report in its entirety. The use of information contained in this report for bidding
purposes shall be at the Contractor's option and risk. Any party other than the Client
who wishes to use this report must notify Kleinfelder of such intended use. Based on
that intended use of the report, Kleinfelder may require that additional work be
performed and that an updated report be issued. Noncompliance with these
requirements by the Client or anyone else will release Kleinfelder from any liability
resulting from the use of this report by an unauthorized party.
124271-6/CSP12R0416 Page 24 of 24 September 25, 2012
Copyright 2012 Kleinfelder
KLEINPELDER
DER
8ngh!People Right Sdut,eni
APPENDIX A
Vicinity Map and Boring Location Plan
124271-6/C S P 12 R0416
Copyright 2012 Kleinfelder
O
to - - - ----- -
*B-11
I \
} SITE
o N �� �� . Z#1/CR 100/
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•
O CC
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d cm =
r--, liB-14
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O
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SEPTIC/ �
FIELD 'W► VICINITY MAP NOT TO SCALE
o�
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B-10 o
a
6 PERC. ---8=13
PROFILE B_7 o o,rot LEGEND
o /oV f/'o�.
\4 0 O LJ L'._1
N
CV �\ IS SOIL BORING
o :
o
U 49�S C + PERC. TEST
O
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0 100 200
r-d_L---
_..�-.. ._.-T._..T.._.._ _ T.._ B-15
o
ill SCALE: 1"=100 SCALE IN FEET
I i •j
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} j i : : rawing
O1 f ii ILLI II ' B provided by Sterling Energy on July 19th, 2012.
g 1 I i i I I l i i I l l j l l
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C O The Information included on the graph=representation has been compiled horn variety of sources end is
0
(.J W subject,a change wdhout notice.Klemfelder miles no,opresenUlons or wnrranlms.Mate.or impend,
O us tc eccurncy,completeness,loneliness.or rights to the use of such Informaton Ties downenl is not
(D' B-1 cc
a W Intended for nor as-lined survey prnrfuc nor is it desired or imendnd ns a conswUion design dncanonl
O H Tho use or memo of the,emanation contoinnd on rho graphic represenlehon is et lho horn risk or the pod),
} us,ng or misus.ng the infom al:tn.
CNI
,S
N - P_1 �r.-^."-. PROJECT NO"Th . 124271-6 VICINITY MAP AND PLATE
..`.C," *B^ / DRAWN BY DAD BORING LOCATION PLAN
O
�' KL E/NFEL DER /�
I.11 I - f f CHECKED BY BTM Proposed Centennial Gas Plant !'1'1
o �y_-- Bright People.Right Solutions. DATE: 9/10/12 Vicinity of County Road 89 and County Road 100
o --_ z" \\............._._......__-- REVISED: Weld County, Colorado
PAGE: 1 of 1
KLE/NFELDER
•�9ngh;People Rghr So'uticni
APPENDIX B
Boring Logs
124271-6/CSP12R0416
Copyright 2012 Kleinfelder
Date Begin-End: 7/31/12 Drill Company: Custom Auger Drilling BORING LOG B-1
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,70 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
II . c x a
. � No Coordinates Available - y° a .?. o ro t2 r
,d No Elevation Available f- _ Z N Z^ E> a �,
Surface Condition:Grass&Weeds ar ii a a�i rn� c°m Z Z ..
v E 3$ 8 UE 2E- 2m yo 5> ma LE
O C9 rn B, cc mto MU O a.ln d# n? o- 0c
57
FAT CLAY(CH):gray-brown,slightly moist,hard
L
LBC=11 CH 16.8 100 96 52 27
5 11 _
10
SILT(ML):light brown,slightly moist,firm , BC=8 16.1 79 Compression=-27%
- 10 13 r under 1 ksf when —
wetted.
Silty LEAN CLAY(CL):fight brown,slightly moist, LBC=12 12.9
15 hard 13 —
_ 14
White River Formation BC=26 26.4 108
20 CLAYSTONE BEDROCK:red-brown,slightly moist to 50/47- —
moist,very hard
BC=19 CH 21.5 100 99 58 33
25 50/9"
Fr
= The exploration was terminated at approximately 25.3 GROUNDWATER LEVEL INFORMATION:
ft.below ground surface. The exploration was Groundwater was not encountered during drilling or after
backfilled with auger cuttings on July 31,2012. completion.
GENERAL NOTES'
30—
PROJECT NO. 124271-6 BORING LOG B-1 PLATE
DRAWN BY: DAD
r
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B1
-
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED: PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-2
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Cloudy,80 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
Lc x
rnn o m 04.--
..... —J No Coordinates Available a 'ea..; o Z. o m "m c i
mce No Elevation Available H Z N Z; 'm E> a w
Surface Condition:Grass&Weeds m g'a m o c m 7 0 o I—
w
- m g E 3$ 8 U E c H No o> m� r E
l7 w o. m D >. 00 .. mN N
rA .. CE 7m MU O am Q. Jv rl? occ
%f FAT CLAY with sand(CH):gray.brown,slightly moist,
G J�J,/ firm to hard
IL,BC=10 14.6 91 Expansion=3.2%under
5 J 13 ,- 1 ksf when wetted. —
-
BC=7 CH 11.3 100 80 52 32
9
s
White River Formation BC=17 19.7 103
10-� 25 ,, -
\\ WEATHERED CLAYSTONE:red-brown,slightly
moist,moderately hard to hard
BC=12 16.1
15— \\\ 26 —
22
Ni ,-
\\\\� ILBC--24
20—,\\ 46 '" —
White River Formation BC=27
= 25 CLAYSTONE BEDROCK:red-brown,slightly moist, 50172 —
\very hard I
- GROUNDWATER LEVEL INFORMATION:
The exploration was terminated at approximately 25.1 Groundwater was not encountered during drilling or after
= ft.below ground surface. The exploration was GENERAL
completion.
NOTES'
- backfilled with auger cuttings on July 30,2012.
30—
i
PROJECT NO. 124271-6 BORING LOG B-2 PLATE
�•^ DRAWN BY: DAD
KL E/NFEL,DER CHECKED BY: BTM Proposed Centennial Gas Plant B'2
I'JJw Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 1O0
LL `�1� Weld County,Colorado
'` REVISED: PAGE: 1 of 1
Date Begin-End: 7/31/12 Drill Company: Custom Auger Drilling BORING LOG B-3
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,70 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
SZ
No Coordinates Available o. m m z. o e is c a ca
OP Ta No Elevation Available i - ° w Z^ > E> a in
u Surface Condition:Grass&Weeds ar >a y e.. c rn� 0,_r -'o o ar m
F _c o a cat > (c1.3,no . W CD N m 'no v : 0Z �m
o O E 3v cg !n c yr ma �] �a E
c1oo m� re nw 50 o tivo a. _-�i? a? 0 c
% Silty LEAN CLAY(CL):gray-brown,slightly moist,firm
VA
t to very hard
ID
Z
o
.) .BC=11 17.6 85 14 _
J
m 5 LBC=12 19.2
Jam% 17 / -
14
ll
-
10 IBC=18 15.4 110 —Ff z
CWhite River Formation
N WEATHERED CLAYSTONE:gray-brown to
- red-brown,sliigMiy moist to moist,moderately hard to BC--26 10.5
15 `y hard 16 r —
ILBC=25 21.1 106
20 \ 43 /- —
kl ‘
BC=32
25— White River Formation \ 50/5 j
iT CLAYSTONE BEDROCK:red brown to gray,slightly 1 GROUNDWATER LEVEL INFORMATION:
- moist to moist,very hard 1 Groundwater was not encountered during drilling or after
- completion.
The exploration was terminated at approximately 24.9 GENERAL NOTES'
- ft.below ground surface. The exploration was
backfilled with auger cuttings on July 31,2012.
30-
i
PROJECT NO. 124271-6 BORING LOG B-3 PLATE
/7. \ DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-3
1; Bright People.Right Solutions, DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
��. Weld County,Colorado
REVISED: PAGE: 1 of 1
Date Begin-End: 7/30112 Drill Company: Custom Auger Drilling BORING LOG B-4
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Cloudy,80 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
m _j No Coordinates Available o. m-- o A. o m m e�°
m No Elevation Available l'.. I Z a Z^ > E> o- i
v U oa C7 G of g m c." �m J O ,5z ~_ Surface Condition:Grass Available
Weeds
f a E Ut o UE v'c C vii > oDcop -= ii H i 2
O C7 co m: c4 =rn 2O O 0.co a..It J .cr n.? 0 o
r LEAN CLAY with sand(CL):gray brown,slightly
y' moist,firm to hard
LBC--6 13.4 Chlorides=0.0073
o 8 pH=7.9
c.j .- Sulfates=0.011
c 5 ILBC=12 15.7 88 Resistivity=808
15 Expansion=2.4%under _
- 1 ksf when wetted. -
10L BC=7 CL 14.8 98 74 47 27
t, White River Formation
WEATHERED CLAYSTONE:red-brown,sightly
`- 15 \ moist to moist,moderately hard to hard �6�42 15.5 108 —
LBC=13 30.5
20 22 —
7.
White River Formation26 r-
ABC=5014 j
25 CLAYSTONE BEDROCK:red-brown,moist,very GROUNDWATER LEVEL INFORMATION:
`hard Groundwater was not encountered during drilling or after
completion.
The exploration was terminated at approximately 24.3 GENERAL NOTES;
ft.below ground surface. The exploration was
backfilled with auger cuttings on July 30,2012.
30
•
PROJECT NO. 124271-6 BORING LOG B-4 PLATE
DRAWN BY: DAD 2.
• r KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-4
Bright People.Right Solutions. DATE: 9/812012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
PAGE: 1 of 1
Date Begin-End: 7/31/12 Drill Company: Custom Auger Drilling BORING LOG B-5
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,75 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION �+ LABORATORY RESULTS
u • 2J o x'tU
°.. No Coordinates Available o. Ow
`° — o a, r m c? "a
Ili
No Elevation Available i Z '�- w Z^ y E> ,U. m u,
��- Surface Condition:Grass&Weeds a o a y-2 .c 4) o'- 2'- -z is z I-'�
m c cv1
E a 8 LI U E •m e O m m CD m ai >> m a r E
O as b= a> u) >s op O 2' m.- m CZ Z m
ET.
ro -0n W Dy 2t.) O am aU �.� a Z. 5re
m FAT CLAY(CL):gray-brown,slightly moist,very
w dense
z /
E
o
0
-
Y
m BC=21 16.9 91 Expansion=6.0%under
O.
5 27 1 ksf when wetted. —
CC
C
m / BC=7 CH 17.6 100 92 54 30
6
dd5 /m �BC=11 21.2 81
10 13 ,- —
o' -
o
z
(7,, \ White River Formation
\ WEATHERED CLAYSTONE:red-brown,slightly
15 moist,weathered �BGB 19.2 —
a 9 _
r
_
N
White River Formation \BC=50/1r
20 CLAYSTONE BEDROCK:red-brown to gray,slightly —
moist,very hard
B20
25- 1 50/5",
_ The exploration was terminated at approximately 24.9 GROUNDWATER LEVEL INFORMATION:
ft.below ground surface. The exploration was Groundwater was not encountered during drilling or after
- backfilled with auger cuttings on July31,2012. completion.
GENERAL NOTES•
30—
r•'i
T.
71
C."
PROJECT NO. 124271-6 BORING LOG B-5 PLATE
T'' I' \ DRAWN BY: DAD
N
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-5
iiij Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
t �- Weld County,Colorado
z REVISED: PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-6
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert: 0 degrees Exploration Method: Solid Stem Auger
Weather: P.Cloudy,90 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
as ii. . m x U
No Coordinates Available a B m ^ o w --m e
m ZN No Elevation Available I- T-, H Z^ m E> a m rn
Surface Condition:Grass&Weeds d GQ� o m -1 Z Z F-
'? p, d U t o — rn+o. O 76 ? 'goo V II a 11 CO
I� Cl w coT -Bo Z' mm ION Q> "- 2
coto Et 0: Dm 2O 0 o_in d� 11? In—?, Ott
;r
% Silty LEAN CLAY(CL):gray-brown,slightly moist,firm
J! to hard
_
BC=14 13.3 92 Expansion-3.2%under
c
5
18 r 1 ksf when=wetted.
4 BC=5 13.6
-5 _
10 BC-14 16.1 102 -
18 �
s'\; White River Formation
WEATHERED CLAYSTONE:red-brown,slightly -
i;_ \ moist to moist,firm
\\ LBC=13 25.0
15 \ 11
14
- \\ BC=27 29.1 90
P0_ ' White River Formatiom 50/5- _
CLAYSTONE BEDROCK:red-brown,slightly moist to
moist,very hard
L BC=30
25 "! \ 50/37
The exploration was terminated at approximately 24.8 GROUNDWATER LEVEL INFORMATION:
ft.below ground surface. The exploration was Groundwater was not encountered during drilling or after
- back filled with auger cuttings on July 30,2012. completion.
GENERAL NOTES*
30-
i -
_ �+ PROJECT NO. 124271.6 BORING LOG B-6 PLATE
"% DRAWN BY: DAD
KL E/NFEL OER CHECKED BY: BTM Proposed Centennial Gas Plant B-6
•
:;, Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
7. REVISED: PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-7
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angie from Veit: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,80 F Auger Diameter: 4 In.O.D.
FIELD EXPLORATION LABORATORY RESULTS
)ic o X.5
tut v a,
m � No Coordinates Available T m 1 .. z. o a) • Ta c m
`2 No Elevation Available l- o � m ur Z^ m E 0- m y
2 Surface Condition:Grass&Weeds w 'o a a, o c c. c' c m -r z J.4"z r--
u a a o co Np 0 •N a •5p P u = n W
0 o m to a .p o Z m m m c0+i az �°Z L aa)
to to n! Du) �U 0 au) a xt _,� a� ore
,, FAT CLAY with sand(CH):gray-brown,slightly moist,
P-i firm to hard _
z
BC--6 CH 14.3 100 72 52 30
L'.% 7
5 ,�BC=23 15.7 100 —
n
C.
White River Fom)atlon �BC=99 21.3
10 \ WEATHERED CLAYSTONE:red-brown,slightly 16 —
3 moist to moist,moderately hard 21 ,-
i
k
B15 30.9 91 Expansion=2.1%under
15 31 ,- 1 ksf when wetted, —
L BC=18
20— White River Formation 50/9" _
CLAYSTONE BEDROCK:red-brown to gray-brown,
slightly moist to moist,very hard -
M ABC=50/5-
25—
The exploration was terminated at approximately 24.4 GROUNDWATER LEVEL INFORMATION:
- ft.below ground surface. The exploration was Groundwater was not encountered during drilling or after
back611ed with auger cuttings on July 30,2012. completion.
GENERAL NOTES-
;:.
30—
PROJECT NO, 124271 6 BORING LOG B-7 PLATE
." � DRAWN BY: DAD
t KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-7
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED: PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-8
Logged By: D.DiCenso Drill Crew: Fred
Hor:Vert Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 In.
Angle from Veit: 0 degrees Exploration Method: Solid Stem Auger
Weather: P.Cloudy,90 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
a, U m �t _ n v N
—J No Coordinates Available 51- C ^o o m c L
rm o' No Elevation Available i .0 '�� H Z^o > 0-
0 m
L Surface Condition:Grass&Weeds m 'o a o .-c m "� c z z �'�
[7 m oc d to 00 2.1 2- oZ 2Z m
Silty LEAN CLAY(CL):gray-brown,slightly moist,firm
y' / tohard
LI-
5 [BC=9 14.1El 7 —
J 5 r
10 ,��20 14 13.7 101 -
I
White River Formation
- CLAYSTONE BEDROCK red-brown,slightly moist to -
a;
LL' moist,very hard
cr B16 10.1
15 50/8" _
BC=36 27.9 95
20 50/3r -
BC=40 20.0
'' 25 1 50/4j
The exploration was terminated at approximately 24.8 GROUNDWATER LEVEL INFORMATION:
ft.below ground surface, The exploration was Groundwater was not encountered during drilling or after
backfilled with auger cuttings on July 30,2012. completion.
GENERAL NOTES*
30-
•
PROJECT NO. 124271.6 BORING LOG B-8 PLATE
• r'�� DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-8
.L Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
�___ Weld County,Colorado
REVISED:
= PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-9
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Veit: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,90 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
i \ m x U
715
No Coordinates Available a) m m o ,Z. I.. a m ms i
m is No Elevation Available l— § m Z^ y E> tL
t Surface Condition:Grass&Weeds m v�a > o .g m 2t.— 2F) o O Ill
:n a Od Cgt p �d N Q a m )O D� a Z
_ O (9 m g 8 m e7 z, o o Z` d m N .> 4. L sEi
to con tY mtn 2v o n_to aac _? a? Ow
C. e Sandy FAT CLAY(CH):gray-brown,slightly moist,
Lu firm to hard
LBC=4 CH 29.8 100 67 52 31
6
7
_�
BG=22 20.4 109
J! _
LBG11 23.9
10, White River Formation 12 —
WEATHERED CLAYSTONE red-brown,slightly 22
moist to moist,moderately hard
-
- ` IILBC--20 CH 23.8 99 100 99 59 36
-
15— White River Formation 50/5-/- —
CLAYSTONE BEDROCK:red-brown,slightly moist to
- moist,very hard -
-1
-
BC=21
20— 5018" —
MI ABC=50/4/ -
25 The exploration was terminated at approximately 24.3 GROUNDWATER LEVEL INFORMATION:
ft.below ground surface. The exploration was Groundwater was not encountered during drilling or after
baddilled with auger cuttings on July 30,2012. completion.
GENERAL NOTES;
30—
PROJECT NO. 124271-6 BORING LOG B-9 PLATE
DRAWN BY: DAD
I KL E/NFEL OER CHECKED BY: BIM Proposed Centennial Gas Plant B-9
Bright People.Right Solutions. DATE: 916/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED: PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-10
Logged By: D,DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,75 F Auger Diameter: 4 in.0.0.
FIELD EXPLORATION LABORATORY RESULTS
_ v=
3 No Coordinates Available a m o o m o c 2
01
w No Elevation Available l `e.� y Z,7 m E> a. ro
w Surface Condition:Grass&Weeds m ,315 > y Z ' m Ft Eno v Z '�II —Z I—-g
9 N g E 3u U N C ❑ N Wtl L_ E
l- ❑ t.7 n oc N rn O O Z' N. NN O'Z Z N
ce
Silty LEAN CLAY with sand(CL):gray-brown,slightly
N
w moist,firm to hard
-
8
n 19.9
m
5 1.13C=12F 16.4 107 22 —
c
W , BC=3 Chlorides=0.0011
pH=8.3
y\ 7 ,- Sulfates=0.009
White River Formation , BC=19 15.3 114 Resistivity=877
10 WEATHERED CLAYSTONE red broom,slightly \ 22 ,- —
o.
\ moist to moist,firm to hard
a
a \\
a -
z
LL k.
L LBC=30 29.2
15 25
-:-:,
32
s . BC=28
20— White River Formation - 50/4` _
CLAYSTONE BEDROCK red-brown,slightly moist to
moist,very hard -
BC=27
25— \ 5015,
The exploration was terminated at approximately 24.9 GROUNDWATER LEVEL INFORMATION:
ft,below ground surface. The exploration was Groundwater was not encountered during drilling or after
backfilled with auger cuttings on July 30,2012. completion.
GENERAL NOTES-
30—
a -
PROJECT NO. 124271-6 BORING LOG B-10 PLATE
N / DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-10
Bright People.Right Solutions. DATE: 817/2012 Vicinity of County Road 89 and County Road 100Ez Weld County,Colorado
REVISED: PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-11
Logged By: D.DiCenso Drill Crew: Fred
Hor.Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,70 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
H . o X.V
co
m � No Coordinates Available r B - o Z^ o m • m e y3
42 No Elevation Available 0 z 05�. w z- m E> a m y
w r Surface Condition:Grass&Weeds ii a — c m c rn J Z '�Z ~
U a m m n
a• A E 38 u U c ' y > mp >> Wa tE
Om 0 CO o 07 :D 0 0 Z' N m N N 4'Z N Z m
V1 mM tY OW 2U 0 drn d# �... ri-S ore
% LEAN CLAY with sand(CL):fight brown to
t-' gray brown,slightly moist,hard
u. BC=15 18.2 98
5 21 r
_
LI 10J%/� L BG10 CL 16.6 100 82 45 30
c White River Formation V 14 r _
o CLAYSTONE BEDROCK:red-brown,gray-brown and
olive-gray,sfigthly moist to moist,hard to very hard,
softer at 31 feet
Ill BC=25 28.6 89 Expansion=3.7%under
15— 1 50/4f 1 ksf when wetted. —
_
�BC=17 24.7
20 50/67- -
M-\BC=50/57-: 31.3 91
7 25— —
�BC=5016"/
30 —
II\BC 30
35— 31 r —
L
, , BC=15
28
- \ 36 /
a.
- The exploration was terminated at approximately 40.5 GROUNDWATER LEVEL INFORMATION:
ft.below ground surface. The exploration was Groundwater was not encountered during drilling or after
bacldilled with auger cuttings on July 30,2012. completion,
GENERAL NOTES'
PROJECT NO. 124271-6 BORING LOG B-11 PLATE
DRAWN BY: DAD
,
_ r
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-11 People.Right Solutions. DATE: 81712012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-12
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: M.Cloudy,90 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
rn " � "a' o m m
No Coordinates Available o. m 1 ^o i. o m "g c m
CD
d g No Elevation Available rno rn,'m_ j o O 07 y
n Surface Condition:Grass&Weeds E 3 t ≥ rn�° y a. c a� c o - Z T2 Z H
m R E ;2 § of c vim Mp Q> Ra it L E
0o Z m._ m e
FAT CLAY(CH):gray-brown,slightly moist,firm to
6 hard
,J
IBC=29 ` sf 18.0 89 6c oenn Wetted.
5 LBC=180 CH 19.7 100 91 52 28 -
5 r -
H.
- / .BC=13 15.5 101
10 14 , _
— White River Formation LBC=15 12.8
15 WEATHERED CLAYSTONE:red-brown,slightly 15 _
moist to moist,firm 15
k
BC=40 30.5 91
20— White River Formation 50/37- _
CLAYSTONE BEDROCK:red-brown to gray brown,
- slightly moist to moist,very hard -
I• ,BC=50/8",
25—
The exploration was terminated at approximately 24.5 GROUNDWATER LEVEL INFORMATION:
- ft.below ground surface. The exploration was Groundwater was not encountered during drilling or after
backfilled with auger cuttings on July 30,2012. completion.
GENERAL NOTES-
30—
PROJECT NO. 124271-8 BORING LOG B-12 PLATE
�� DRAWN BY: DAD
.i ( KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-12
Bright People.Right Solutions. DATE: 8/7/2012 Vicinity of County Road 89 and County Road 100
�� Weld County,Colorado
��� REVISED:
- PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-13
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,85 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
13,
i^_ ci x V
15 No Coordinates Available °- m f- .. d a a c�°
No Elevation Available I- a Q. Q o o i•^o F
L :Ft
Surface Condition:Grass 8 Weeds n c�t c „�o N« ❑m a d o p z II a z
ya .- N o c N tO T a o Z' N m to nt 6z Luz
L OE7
�/�/�/ Silty LEAN CLAY(CL):gray-brown,slightly moist,
hard
L.
_ 5 •BC=149 15.7 94 under
when wetted -
'J -
/� — -
J BC- 19.1
10 L 8 —
_.-..t C White River Formation iiBC=18
15 ,\` WEATHERED CLAYSTONE:red-brown,slightly - 36 ,- —
\\\\ moist to moist,moderately hard to hard
C BC=12 30.9
PO � 19 —
White River Formation BC=5014:
25- CLAYSTONE BEDROCK:red Exam,slightly moist to GROUNDWATER LEVEL INFORMATION:
moist,very hard I Groundwater was not encountered during drilling or after
— completion.
_ The exploration was terminated at approximately 24.3 GENERAL NOTES'
ft.below ground surface. The exploration was
- backtilied with auger cuttings on July 30,2012.
30—
,.
, _
c
U
�' PROJECT NO. 124271-6 BORING LOG B-13 PLATE
c /�/". ."" \ DRAWN BY: DAD
Gi KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-13
.,, Bright People.Right Solutions. DATE: 8f7/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED: PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-14
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,75 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
11 e 7 N N
No Coordinates Available o. m-0 E. ,+ o w rE a —`.i '-c--T,
'2-..) `5 No Elevation Available I— o m Z m y m
Surface Condition:Grass&Weeds a) o a m o m o o �c
J Ti E Ug v UE c O N NO J mn rE
m
o c9 rn mD CC co
c) Cl n-u) a ' '? E? 0 C
iFAT CLAY with sand(CH):gray-brown,slightly moist,
� firm to hard
J J
LI3C=10
CH 17.9 100 75 51 30
:;--1,- 5�
11 -
14 L . -
8C--9 29.8 91 Expansion=2.0%under
p
1 White River Formation ,-s. 14 ,_ 1 ksf when wetted. -
WEATHERED CLAYSTONE:red-brown,slightly
moist to moist,weathered to hard -
- -
BC=15 28.9
15\` 28 -
-\ 35 -
likBC=24
20 �\ 45 45
r —
25\ BC�23 28.3
35 —
White River Formation -\ 50/6,
- \CLAYSTONE BEDROCK:red-brown,slightly moist to I
moist,very hard GROUNDWATER LEVEL INFORMATION:
Groundwater was not encountered during drilling or after
completion.
- The exploration was terminated at approximately 25.5 GENERAL NOTES•
ft.below ground surface. The exploration was
- backfilled with auger cuttings on July 30,2012.
30—
PROJECT NO. 124271-6 BORING LOG B-14 PLATE
d y�� DRAWN BY: DAD
/
.: KL E/NFEL OER CHECKED BY: BTM Proposed Centennial Gas Plant B-14
_ Bright People.Right Solutions. DATE: 817/2012 Vicinity of County Road 89 and County Road 100
. Weld County,Colorado
REVISED:
PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-15
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Cloudy,85 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
rn ° 7 x a
m - No Coordinates Available - m o : o 0 ra c IS
�' c� No Elevation Available l— c 55 2' �, c rno m t o _ Alc Surface Condition:Grass&Weeds m y o c m c" F
a a OE $ Un m O .y m NO •:OZ vZ N
m E m s$ m rn >. ..to.
c . m 0) co 033 N c> �0_
L y
a O L9 co COD XX07 2O O am aac DZ.. d? O C
,T 7 Sandy LEAN CLAY(CL):gray-brown,slightly moist,
-'
E
IBG=10 14.2 100
5 14 _
tu
CL
J
10 , gC ft CL 17.7 100 64 45 26 —
r
� White River Formation
�\ WEATHERED CLAYSTONE:red-brown,slightly •BC--23 19.7 105
15 moist to moist,moderately hard 38
c BC=15 26.7
20- White River Formation 50/8W -
CLAYSTONE BEDROCK red-brown,slightly moist to
moist,very hard -
\BC- 0/3'y
25- The exploration was terminated at approximately 24.3 GROUNDWATER LEVEL INFORMATION:
_ ft.below ground surface. The exploration was Groundwater was not encountered during drifting or after
backfilled with auger cuttings on July 30,2012. completion.
-
GENERAL NOTES;
30-
PROJECT NO. 124271.6 BORING LOG B-15 PLATE
-'�� DRAWN BY: DAD
/<L E/NFEL OER CHECKED BY: BTM Proposed Centennial Gas Plant B-15
Bright People.Right Solutions. DATE: 8/7/2012 Vicinity of County Road 89 and County Road 100
�. Weld County,Colorado
REVISED: PAGE: 1 of 1
•
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG B-16
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Cloudy,90 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
rn i . u m N
CO
.J No Coordinates Available a m e o a W e
-11
— No Elevation Available F- m o g. m v, Z` 2 E o m m
Surface Condition:Grass&Weeds a LIE > a , =° a rn _Z z .R
E.
E 3� c�i UE arc cn > TA' � n yu mE
t] sr o. m rA T O o Z' co m mg!' cr>. Lup-
o •(5")
G
U) m� W DO) 2O D a.co D.* D 5.-F..•
jLEAN CLAY with sand(CL):gray brown,slightly
moist,firm to hard
.1-.'i
5 BC=99 CL 15.8 100 82 49 27 -
►. 9 -
ILBC-22 15.2 110
BCC 16.9
10 L ; .
—
77
White River Formation �BC=50/6;..
15 CLAYSTONE BEDROCK:gray to red-brown,slightly —
moist to moist,hard to very hard,ash lens at 14-14.5
E. feet and a sandy lens at 24 feet -
LBC=18
20 25 —
25
—\650/4 j -
25—
' The exploration was terminated at approximately 24.3 GROUNDWATER LEVEL INFORMATION:
- ft.below ground surface. The exploration was Groundwater was not encountered during drilling or after
backfilled with auger cuttings on July 30,2012. completion.
-
GENERAL NOTES'
E-' 30—
PROJECT NO. 124271 BORING LOG B-16 PLATE
;':� DRAWN BY: DAD
ri
't KL E/NFEL OER CHECKED BY: BTM B—I 6
Proposed Centennial Gas Plant
'd, Bright People.Right Solutions, DATE: 8/7/2012 Vicinity of County Road 89 and County Road 100
� : Weld County,Colorado
REVISED:
— PAGE: 1 of 1
Date Begin-End: 7/30/12 Drill Company: Custom Auger Drilling BORING LOG Perc.Profile
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Cloudy,80 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
No Coordinates Available . B— , . o e :•••=
c m x3
w No Elevation Available H f.£ L. y m Z\ m E> a m 2
Surface Condition:Grass&Weeds m a o > o c m S'� S� J Z Z ~
Q m Ti'D 0l U E y c � > o 5 �� i m E
u) ,, O 0 2 caw cog > a t 0
o CO 0) Ea- D �0 �O ❑ am a* J J . a? 0 C
r Sandy FAT CLAY(CH):gray-brown.slightly moist,
hard
•
BC=17 CH 100 61 53 28
I
26
5
= White River Formation BC=17
CLAYSTONE BEDROCK red-brown,slightly moist, 50/10"
10— very hard —
The exploration was terminated at approximately 10.3 GROUNDWATER LEVEL INFORMATION:
ft.below ground surface. The exploration was not Groundwater was not encountered during drilling or after
backfilled because Weld County Specifications. completion.
GENERAL NOTES-
15—
;
PROJECT NO. 1242716 BORING LOG Perc. Profile PLATE
•
DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-17
,; Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
PAGE: 1 of 1
Date Begin-End: 7/31/12 Drill Company: Custom Auger Drilling BORING LOG P-1
Logged By: D.DiCenso Drill Crew: Fred
Hor.-Vert.Datum: Not Available Drill Equipment: CME-55 Hammer Type-Drop: 140 lb.Automatic-30 in.
Angle from Vert.: 0 degrees Exploration Method: Solid Stem Auger
Weather: Sunny,80 F Auger Diameter: 4 in.O.D.
FIELD EXPLORATION LABORATORY RESULTS
p� 1i t-1.. o m m v
No Coordinates Available o m° ^ C m ro c 2 w
TO No Elevation Available I— c w Z^ m E> a y CO
V.. t Surface Condition:Grass&Weeds 0 a s y o .-a m c c fA ' '�Z I—-E
J O. n O. o U coE yc 0 '. > 'f.o 5II yll mE
in C9 r/) mD it Du) MO ❑ au) O. :J? ll? OC
'f FAT CLAY with sand(CH):light brown,slightly moist, CH 100 64 52 27
firm
mr
_
fn
o Silty LEAN CLAY(CL):gray-brown,slightly moist, BC=18 17.1 92 Expansion=8.6%under
-/ hard to very hard I
30 0.2 ksf when wafted.
5 —
j1
,r.:
I BC=12 15.0 92
7.
10 A
- The exploration was terminated at approximately 10 ft. GROUNDWATER LEVEL INFORMATION:
_ below ground surface. The exploration was badcfiiled Groundwater was not encountered during drilling or after
n.
with auger cuttings on July 31,2012. GENEcomplRAL
= GENERAL NOTES'
15-
PROJECT NO, 124271.6 BORING LOG P-1 PLATE
//' \ DRAWN BY: DAD
CHECKED BY: BTM
KL E/NFEL QER Proposed Centennial Gas Plant B-1 8
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
PAGE: 1 of 1
SAMPLER GRAPHICS UNIFIED SOIL CLASSIFICATION SYSTEM(ASTM D 2487)
- HYDRO EXCAVATION WELL-GRADED GRAVELS,
CLEAN Cu z4 and •'' GW GRAVEL-SAND MIXTURES WITH
} m GRAVEL 1s �. LITTLE OR NO FINES
'I HAND AUGER y WITH ° POORLY GRADED GRAVELS,
11 l Cu'4 and/ °
/ FINES GP GRAVEL-SAND MIXTURES WITH
x BULK/BAG SAMPLE m or 1,Cc>3 )
// \\ O 0 LITTLE OR NO FINES
m •
WELL-GRADED GRAVELS,
CALIFORNIA SAMPLER = • °
GW-GM GRAVEL-SAND MIXTURES WITH
(3 inch outside diameter) Cu:A and �•a LITTLE FINES
-' MODIFIED CALIFORNIA SAMPLER `-° 1s3 a WELL-GRADED GRAVELS,
(2 OR 2-1/2 inch outside diameter) c GRAVELS ' GW-GC GRAVEL-SAND MIXTURES WITH
STANDARD PENETRATION SPLIT SPOON SAMPLER TI 5%o f TO H '� LITTLE CLAY FINES
i;, (2 inch outside and 13/8 inch inner diameter) .° 12% ° POORLY GRADED GRAVELS,
m FINES ° GP-GM GRAVEL-SAND MIXTURES WITH
SHELBY TUBE SAMPLER OR > m Csi Cu<4 and/ O 0 LITTLE FINES
I▪ PUSH TUBE SAMPLER N 0 or 1,Cc>3 0 •
POORLY GRADED GRAVELS,
TEXAS CONE PENETRATION # GP-GC GRAVELSAND MIXTURES WITH
m L LITTLE CLAY FINES
,`, DYNAMIC CONE PENETRATION R m ° ° GM SILTY GRAVELS,GRAVEL-SILT-SAND
$ e )O D MIXTURES
o
` 2
le
VANE SHEAR ED GRAVELS le
J
▪ r WITH> CLAYEY GRAVELS,
I GEO PROBE/MACROCORE SAMPLER 12% GC GRAVEL-SAND-CLAY MIXTURES
FINES
`/ E GC-03 0
GM CLAYEY GRAVELS,
', SONIC SAMPLER o GRAVEL-SAND-CLAY-SILT MIXTURES
_
55
CONTINUOUS CORE SAMPLE c
o CLEAN Cu?6 and WELL-GRADED SANDS,SAND-GRAVEL
HO CORE SAMPLE E T
SANDS '1`x`3 SW MIXTURES WITH LITTLE OR NO FINES
`', 4 (2.500 inch(63.5 mm)core diameter) o H WITH POORLY GRADED SANDS,
NQ CORE SAMPLE FINES SP SAND-GRAVEL MIXTURES WITH
F (1.874 inch(47.6 mm)core diameter) 5 LITRE OR NO FINES
NX CORE SAMPLE o m WELL-GRADED SANDS.SAND-GRAVEL
(2.154 inch(54.7 mm)core diameter) z m Cum and ;;;
O E ▪ SWSM MIXTURES WITH LITTLE FINES
L , HOLLOW STEM AUGER 0 W 1sCcs3 /
SANDS -� SyySC WELL-GRADED SANDS,SAND-GRAVEL
re m WITH MIXTURES WITH LITTLE CLAY FINES
• SOLID STEM AUGER Q 0 5%TO • /
v 1 12% POORLY GRADED SANDS,
1. VWATER LEVEL(level where first observed) Z FINES SP-SM SAND-GRAVEL MIXTURES WITH
LITTLE FINES
Cud and/
1 WATER LEVEL(level after exploration completion) g or 1,Cc>3 / POORLY GRADED SANDS,
SP-SC SAND-GRAVEL MIXTURES WITH
Z WATER LEVEL(additional levels after exploration) LITTLE CLAY FINES
To
r OBSERVED SEEPAGE 1.The report and log key are an integral part of these logs. All data g SM SILTY SANDS,SAND-GRAVEL-SILT
• and interpretations in this log are subject to the stated explanations e
and limitations stated In the report g SANDS
2.Lines separating strata on the logs represent approximate o /j/
ai
WITH> A. SC MIXTURES
YSANDS.SAND-GRAVEL-CLAY
CLAY
boundaries only. Actual transitions may be gradual or differ from
those shown. FINES
3. No warranty is provided as to the continuity of soil or rock % SCSM 50
CLAYEY
I CfURES DS,SAND-SILT-CLAY
conditions between individual sample locations.
4. Logs represent general soil or rock conditions observed at the INORGANIC SILTS AND VERY FINE SANDS,SILTY OR
point of exploration on the date indicated. To ML CLAYEY FINE SANDS,SILTS WITH SLIGHT PLASTICITY
in % CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY.GRAVELLY
0
5. In general,Unified Soil Classification System designations J SILTS AND CLAYS j CLAYS,SANDY CLAYS,SILTY CLAYS.LEAN CLAYS
presented on the logs were based on visual classification in the field se E m> ("Alum Limit INORGANIC CLAYS-SILTS OF LOW PLASTICITY,GRAVELLY
and were modified where appropriate by visual classifications in the O .c.c m less than 50) j CL-ML CLAYS,SANDY CLAYS.SILTY CLAYS.LEAN CLAYS
office and/or laboratory gradation and index property testing. m d°' OL ORGANIC SILTS&ORGANIC SILTY CLAYS
Z m-0 - -
= a r - OF LOW PLASTICITY
I 6. Fine grained soils that plot within the hatched area on the Plasticity a m y E INORGANIC SILTS,MICACEOUS OR
▪ Chart,and coarse grained soils with between 5%and 12%passing C9 gH m MH DIATOMACEOUS FINE SAND OR SILT
e the No.200 sieve require dual USCS symbols,ie.,GW-GM,GP-GM, w - SILTS AND CLAYS
INORGANIC CLAYS OF HIGH PLASTICITY,
GW GC,GP GC,GC-GM,SW-SM,SP-SM,SW-SC,SP-SC.SC-SM. LL an 5 CH FAT CLAYS
greater than 50) ORGANIC CLAYS&ORGANIC SILTS OF
7. 50/X indicates number of blows required to drive the identified ,o.Ma OH MEDIUM-TO-HIGH PLASTICITY
sampler X inches with a 140 pounds hammer falling 30 Inches.
PROJECT NO. 124271-6 GRAPHICS KEY PLATE
e DRAWN BY: DAD
i1 KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant B-19
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
GRAIN SIZE
DESCRIPTION SIEVE GRAIN APPROXIMATE
SIZE SIZE SIZE
Boulders >12" >12" Larger than basketball-sized
Cobbles 3-12' 3-12" Fist-sized to basketball-sized
coarse 3/4-3" 3/4-3" Thumb-sized to fist-sized
Gravel
#4-3/4" 0.19-0.75" Pea-sized to thumb-sized
Y^ \\
coarse #10-#4 0.079-0.19" Rock salt-sized to pea-sized •O
• Sand medium #40-#10 0.017-0.079" Sugar-sized to rock salt-sized Q
a fine #200-#10 0.0029-0.017" Flour-sized to sugar-sized _ o
U Fines Passing#200 <0.0029 Flour-sized and smaller °
in
u.r
a
o ANGULARITY
N
` DESCRIPTION CRITERIA
a
War Particles have sharp edges and relatively plane
O sides with unpolished surfaces ---- .1'r
w Particles are similar to angular description but have O O ^
Subangular rounded edgesen
"
• Subrounded Particles have nearly plane sides but have O O Q k?
well-rounded corners and edges
Rounded Particles have smoothly curved sides and no edges Rounded Subrounded Subangular Angular
PLASTICITY MOISTURE CONTENT
DESCRIPTION LL FIELD TEST DESCRIPTION FIELD TEST
Non-plastic NP A 1/8-in.(3 mm)thread cannot be rolled at Dry Absence of moisture,dusty,dry to the touch
El P any water content Moist Damp but no visible water
S The thread can barely be rolled and the lump
o' Low(L) <30 or thread cannot be formed when drier than the Wet Visible free water,usually soil is below water table
cc plastic limit.
z The thread is easy to roll and not much time
is required to reach the plastic limit. REACTION WITH HYDROCHLORIC ACID
rn• Medium(M) 30-50 The thread cannot be rerolled after reaching
J the plastic limit. The lump or thread crumbles DESCRIPTION' FIELD TEST
when drier than the plastic limit None No visible reaction
`= It takes considerable time rolling and kneading
•n to reach the plastic limit. The thread can be Weak Some reaction,with bubbles forming slowly
High(H) >50 rerolled several times after reaching the plastic Strong I Violent reaction,with bubbles forming immediately
.-z limit. The lump or thread can be formed without
crumbling when drier than the plastic limit
APPARENT/RELATIVE DENSITY-COARSE-GRAINED SOIL1 CONSISTENCY-FINE-GRAINED SOIL
APPARENT MODIFIED CA CALIFORNIA RELATIVE UNCONFINED
DENSITY SPT-N50 SAMPLER SAMPLER DENSITY CONSISTENCY STRENGTH COMPRESSIVE
psf) CRITERIA
(#blows/ft) (#blows/ft) (#blows/ft) (%) <100D Thumb will
Very Loose <4 <4 <5 0-15 Very Soft penetrate soil more than 1 in.(25 mm)
Loose 4-10 5-12 5-15 15-35 Soft 1000-2000 Thumb wit penetrate soil about 1 in.(25 mm)
Medium Dense 10-30 12-35 15-40 35-65 Firm 2000<4000 Thumb will indent soil about 1/4 in.(6 mm)
Dense 30-50 35-60 40-70 65-85 Hard 4000<8000 Thumb wit not indent soil but readily indented with thumbnail
Very Dense >50 >60 >70 85-100 Very Hard >8000 Thumbnail will not indent soil
'NOTE:AFTER TERZAGHI AND PECK,1948
STRUCTURE
DESCRIPTION CRITERIA
Stratified Alternating layers of varying material or color with layers
at least 1/4 in.thick,note thickness CEMENTATION
Laminated Alternating layers of varying material or color with the layer
less than 1/4 in.thick,note thickness DESCRIPTION FIELD TEST
Fissured Breaks fracture w e res along definite planes of ith littlistance Weakl Crumbles or breaks with handling or slight
a, to fracturing y finger pressure
8 Slickensided Fracture planes appear polished or glossy,sometimes striated Moderately Crumbles or breaks with considerable
"I
_ finger pressure
a Blocky Cohesive soil that can be broken down into small angular Strongly Will not crumble or break with finger pressure
lumps which resist further breakdown 9 yg
Inclusion of small pockets of different soils,such as small lenses
ti• Lensed of sand scattered through a mass of clay:note thickness
Homogeneous Same color and appearance throughout
PROJECT NO. 124271-6 SOIL DESCRIPTION KEY PLATE
•
!p �J A`\ DRAWN BY: DAD
KL E/NFEL OER CHECKED BY: BTM Proposed Centennial Gas Plant B-20
w Bright People.Right Solutions DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
• �� Weld County,Colorado
t- REVISED:
REVISED:
KLE/NFELDER
Blight Rcopl^.Right Soforicns
APPENDIX C
Geotechnical Laboratory Test Results
124271-6/CSP 12 R0416
Copyright 2012 Kleinfelder
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100
•
90
80
70
l:
J V
Z_
60
G trJ
U,
"'
F.
50
w
c
- a.40
30
20
10
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passin
Symbol Exploration ID Approx. Sample 3/4 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• B-1 4 N/A 100 100 96 52 25 27 FAT CLAY
m B-1 24 N/A 100 100 99 58 25 33 CLAYSTONE BEDROCK
PROJECT NO. 124271-6 SIEVE ANALYSIS PLATE
44
DRAWN BY: DAD
:i'
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C-1
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
\. Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100 •
90
80
70
ca
z
m 60
J V)
IJ din
• Z 50
W
lY
• w 40
cl▪ 30
• 20
• 10
- 0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
• Symbol Exploration ID 1 ' Sample 3/4 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• B-2 7 N/A 100 100 80 52 20 32 FAT CLAY WITH SAND
PROJECT NO. 124271.6 SIEVE ANALYSIS PLATE
DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
SIEVE SIZE
3' 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100
90
80
70
C7
Z
in 60
Q
a
Z 50
W
tY
a 40
30
20
10
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID Approx. Sample 3/4 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• B-4 9 N/A 100 98 74 47 20 27 LEAN CLAY WITH SAND
PROJECT NO. 124271-6 SIEVE ANALYSIS PLATE
• : DRAWN BY: DAD
1 KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C-3
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100 • •- • • -f
90
80
70
z
• t5 60
u (p
tl d
•
▪ Z 50
- W
U
CL
a 40
i, 30
• 20
10
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
• Symbol Exploration ID Approx. Sample 314 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• B-5 7 N/A 100 100 92 54 24 30 FAT CLAY
PROJECT NO. 124271-6 SIEVE ANALYSIS PLATE
DRAWN BY: DAD
CHECKED BY: BTM
KL E/NFEL DER Proposed Centennial Gas Plant C-4
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100 • -
90
80
70
Z
T 60
Q
= n.
z50
- w
tu
• c40
30
LE 20
Y. 10
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID Approx. Sample 3/4 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• B-7 2 N/A 100 100 72 52 22 30 FAT CLAY WITH SAND
PROJECT NO. 124271-6 SIEVE ANALYSIS PLATE
DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C-5
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100 • •�
90
80
TO
C7
Z
En 60
to
O..
z 50
w
9 U
d 40
30
20
.75
a 10 -
r
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID Approx. SamPie 3/4 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• B-9 2 N/A 100 100 67 52 21 31 SANDY FAT CLAY
m B-9 14 N/A 100 100 99 59 23 36 WEATHERED
CLAYSTONE
•
•
w
-6
0
0
a
U
PROJECT NO. 124271-6 SIEVE ANALYSIS PLATE
DRAWN BY: DAD
KL E/NFEL OER CHECKED BY: BTM Proposed Centennial Gas Plant C-6
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100 • • • •- -- -- •
90
80
70
• Z
v5 60
• 0-
• z 50
• w
U
a 40
30
▪ 20
10
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID DepthApprox. Sample 3/4 inch #4 #200Liquid uit i
Plastic i Index Sample Description
• B-11 9 N/A 100 100 82 45 15 30 LEAN CLAY WITH SAND
•
PROJECT NO. 124271-s SIEVE ANALYSIS PLATE
DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C-7
Bright People.Right Solutions. DATE: 8/7/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
I I I I I I I I I I I
100 riD • •
90
80
70
z
• u)60
J (()
s.,
Z 50
w
x �
• a 40
30
20
• 10
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID Approx. Sample 3/4 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• B-12 4 N/A 100 100 91 52 24 28 FAT CLAY
•
PROJECT NO. 124271.6 SIEVE ANALYSIS PLATE
DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C-8
Bright People.Right Solutions. DATE: 8/7/2012 Vicinity of County Road 89 and County Road 100
\ Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100
90
80
70
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10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID Approx. Sample 3/4 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• B-14 4 N/A 100 100 75 51 21 30 FAT CLAY WITH SAND
•
PROJECT NO. 124271-6 SIEVE ANALYSIS PLATE
DRAWN BY: DAD r�
KL E/NFEL OER CHECKED BY: BTM Proposed Centennial Gas Plant C'9
Bright People.Right Solutions. DATE: 8/7/2012 Vicinity of County Road 89 and County Road 100
��. Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100
90
80
70
C7
Z
V)60
a
Z 50
c
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30
20
10
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID p R} Sample i t
3/4 inch #4 #200 Liquid
Plastic
Plastic Sample Description
Depth
• B-15 9 N/A 100 100 64 45 19 26 SANDY LEAN CLAY
PROJECT NO. 124271-6 SIEVE ANALYSIS PLATE
DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed c-10
Centennial Gas Plant
Bright People.Right Solutions. DATE: 8/7/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED: i
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100 �--
90
80
70
• C9
• Z
• rn 60
▪ to
• 0
▪ z 50
• w
0
- w 40
30
- 20
10
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID Approx. Sample 3/4 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• B-16 4 N/A 100 100 82 49 22 27 LEAN CLAY WITH SAND
PROJECT NO. 124271-s SIEVE ANALYSIS PLATE
DRAWN BY: DAD
I KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C-1 1
Bright People.Right Solutions. DATE: 8!7/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
I I I I I
100
90
•
80
70
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Z
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a
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z 7: 50
w
U
w
d 40
30
20
10
0
10 1 0.1
PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID Approx.pr Sample 3/4 inch #4 #200 Liquid Limit Plastic Plastic Sample Description
�p
• P-1 0-5 N/A 100 100 84 52 25 27 FAT CLAY WITH SAND
PROJECT NO. 124271.6 SIEVE ANALYSIS PLATE
DRAWN BY: DAD
KL E/NPEL OER CHECKED BY: BTM Proposed Centennial Gas Plant C-12
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
SIEVE SIZE
3" 1-1/2" 3/4" 3/8" #4 #8 #10 #16 #30 #40 #50 #100 #200
100
90
80
70
y
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N 60
GO
G7
d
z 50
• w
U
X
a 40
30
20
• 10
0
10 1 0.1
Ti PARTICLE SIZE IN MILLIMETERS
Percent Passing
Symbol Exploration ID APProx. Sample 3/4 inch #4 #200 Liquid Plastic Plastic Sample Description
Depth(ft) No. Limit Limit Index
• PERC.PROFILE 4 N/A 100 100 61 53 25 28 SANDY FAT CLAY
PROJECT NO. 124271-6 SIEVE ANALYSIS PLATE
DRAWN BY: DAD
iKL E/NFEL D R CHECKED BY: BTM Proposed Centennial Gas Plant C-13
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
20
16
Compression=-2.7% under
12 1 ksf when wetted.
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STRESS(ksf)
Exploration ID Approx.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
( ) No. (Pct) (°/o) (Pct) Pg
B-1 9 N/A 92 16.1 79 SILT(ML)
17,
20 I
16 -
Expansion=3.2%under
12 1 ksf when wetted.
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STRESS(ksf)
Exploration ID Approx.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
a (ft) No. (P (/a) (Pcf)
N
ca B-2 4 N/A 104 14.6 91 FAT CLAY WITH SAND
1-1 (CH)
a
v
PROJECT NO. 124271-6 SWELUCOMPRESSION PLATE
�� DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C—1 4
J Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
�;„_ Weld County,Colorado
REVISED:
20
16
Expansion=2.4% under
12 1 ksf when wetted.
8
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4
2
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-20
0.1 1 10
STRESS(ksf)
▪ Exploration ID Approx.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
(ft) No. (pct) (%) (Pd)
z. B-4 4 N/A 102 15.7 88 LEAN CLAY WITH SAND
(CL)
20
16
Expansion=6.0%under
12 1 ksf when wetted.
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-16
-20
0.1 1 10
STRESS(ksf)
Exploration ID APprox.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
(ft) No. (KO (%) (pelt
B-5 4 N/A 107 16.9 91 FAT CLAY(CH)
PROJECT NO. 124271-6 SWELL/COMPRESSION PLATE
a.7....` DRAWN BY: DAD
IKL E/NFEL OER CHECKED BY: BTM Proposed Centennial Gas Plant C-15
Bright People.Right Solutions. DATE: 916/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
20
16
Expansion=3.2%under
12 1 ksf when wetted.
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0.1 1 10
LEI STRESS(ksf)
Exploration ID App(m)DePth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
No. (Pcf) (%) (Pcf)
B-6 4 N/A 104 13.3 92 SILTY LEAN CLAY(CL)
20
16 -
Expansion=2.1% under
12 1 ksf when wetted.
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-12
-16
-20
0.1 1 10
STRESS(ksf)
▪ Exploration ID APProx.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
(ft) No. (P (%) lPcf)
8-7 14 N/A 119 30.9 91 WEATHERED
CLAYSTONE
•
•
PROJECT NO. 124271-6 SWELUCOMPRESSION PLATE
DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C-16
ui Bright People.Right Solutions. DATE: 916/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
20
16
_ Expansion=3.7%under _
12 1 ksf when wetted. _
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- -8
ui -12
-16
-20
0.1 1 10
STRESS(ksf)
Exploration ID APProx.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
(ft) No. (Pcf) N (Pcf)
B-11 14 N/A 115 28.6 89 CLAYSTONE BEDROCK
20
16 -
Expansion=8.5%under .
_I
12 1 ksf when wetted.
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STRESS(ksf)
' Exploration ID APProx.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight on
(ft) No. (p(K0g (%a) (Put)
g P Description
Sample(Pc(Put) Pg
B-12 2 N/A 105 18.0 89 FAT CLAY(CH)
PROJECT NO. 124271-6 SWELUCOMPRESSION PLATE
;':� DRAWN BY: DAD
s
KL E/NFEL OER CHECKED BY: BTM Proposed Centennial Gas Plant C-17
iii Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
20
16
Expansion=2.4%under
12 1 ksf when wetted.
i
v 8
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4
J
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W
-12
. -16
-20
", 0.1 1 10
STRESS(ksf)
F�cploration ID APProx.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
(ft) No. (Pcf (Ma) (Pct)
B-13 4 N/A 109 15.7 94 SILTY LEAN CLAY(CL)
20 j
16
Expansion=2.0%under
12 1 ksf when wetted.
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-12
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-20
0.1 1 10
STRESS(ksf)
- Exploration ID APprox.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
(ft) No. (Pa) (%) (P
B-14 9 N/A 118 29.8 91 WEATHERED
CLAYSTONE
PROJECT NO. 124271-6 SWELUCOMPRESSION PLATE
e 7''''--- \''------- DRAWN BY: DAD
KL E/NFEL DER CHECKED BY: BTM Proposed Centennial Gas Plant C-1 8
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
20
16
Expansion=8.6%under
12 , 0.2 ksf when wetted.
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-16
-20
0.1 1 10
STRESS(ksf)
Exploration ID APProx.Depth Sample Total Unit Weight Moisture Content Dry Unit Weight Sample Description
(ft) No. (Pe) (%) (pot)
P-1 4 N/A 107 17.1 92 FAT CLAY WITH SAND
(CH)
PROJECT NO. 124271-6 SWELUCOMPRESSION PLATE
DRAWN BY: DAD KL E/NFEL OER CHECKED BY: BTM Proposed Centennial Gas Plant C-19
Bright People.Right Solutions. DATE: 9/6/2012 Vicinity of County Road 89 and County Road 100
Weld County,Colorado
REVISED:
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