HomeMy WebLinkAboutGeotechnical Engineering Report 08.27.2015GEOTECHNICAL ENGINEERING REPORT
Atlantic Aviation New Hangar and FBO Addition
Garfield County Regional Airport (RIL)
Rifle, Colorado
Tectonic Project #24015 (AAS-RIL, HGR)
PREPARED FOR
Atlantic Aviation
c/o Tectonic Management Group
6695 West 48th Avenue
Wheat Ridge, CO 80033
August 27, 2015
enesch
engineers • scientists • planners
benesch
August 27, 2015
Atlantic Aviation
c/o Mr. Kevin Larson
Tectonic Management Group, Inc.
6695 West 48th Avenue
Wheat Ridge, CO 80033
REFERENCE:
Dear Mr. Larson:
Geotechnical Engineering Report
Atlantic Aviation New Hangar and 1=BO Addition
Garfield County Regional Airport (RIL)
Rifle, Colorado
Tectonic Project #24015 (AAS-RIL, Hgr)
Alfred Benesch & Company
825 "M`Street, Suite 100
Lincoln, NE 68508-2958
www.benesch.com
1402-479.2200
402-479-2276
Alfred Benesch & Company (Benesch) is pleased to submit the enclosed report that summarizes the
findings of a geotechnical engineering study and provides recommendations related to the design and
construction of the foundation for the referenced project.
If any questions arise concerning this report or if additional information is needed about soil conditions at
this site, please contact Benesch for assistance.
Respectfully yours,
-10
Jason W. Windhorst Brandon L. Desh, P,E.
Project Scientist Project Engineer
Enclosures
Orig. & Elec. Copy: Atlantic Aviation, c/o Tectonic Management Group
00111195.00
AAS RIL Hangar & FBO Addition Geotechnical Report
TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY 1
3
3.0 LABORATORY ANALYSES 4
4.0 GEOLOGY AND SITE CONDITIONS 6
2.0 SUBSURFACE EXPLORATION
5.0 DISCUSSION AND RECOMMENDATIONS 8
1. Suitable Floor and Pavement Subgrade Material 8
2. Suitable Foundation Material 8
3. Existing Utility Lines 9
4. Minimum Depth of Footings 10
5. Allowable Bearing Pressure 10
6. Settlement 10
7. Vertical Modulus of Subgrade Reaction 10
8. Preparation of the Building Areas and Areas to be Paved 10
9. OSHA Excavation Requirements 12
10. Protective Slopes Around the Buildings 12
11. Types of Soils to be Used as Fill and Backfill 12
11. Placement of Fill and Backfill 12
12. Site Seismicity 13
13. Recommendations for Pavement Design 13
14. Grading Observation 14
15. Subgrade Observation 14
16. Applicability of Recommendations 14
6.0 CONCLUSIONS 15
APPENDIX A. VICINITY MAP AND BORING LOCATION PLAN
APPENDIX B. DUTCH FRICTION -CONE PENETRATION DIAGRAMS
APPENDIX C. BORING LOGS
APPENDIX D. CRITERIA USED FOR SOIL CLASSIFICATION
APPENDIX E. CONSOLIDATION TEST REPORTS
APPENDIX F. UNCONFINED COMPRESSION TEST REPORTS
APPENDIX G. HANGAR RAMP PAVEMENT DESIGN FLEET MIX
1.0 EXECUTIVE SUMMARY
PROJECT OVERVIEW
Tectonic has indicated that the proposed project will consist of the following:
Structure Type:
Type of Foundation(s) Being Considered:
Estimated Maximum Column Loads:
Estimated Maximum Wall Loads:
Finished Floor Elevations (NAVD88 vertical datum):
Bottom of Footing Elevations:
Estimated Max Fill Heights:
1 kip 1,000lbf
180 -ft by 200 -ft Hangar with aircraft ramp and
single story FBO addition
Shallow Footings and Grade Beams
225 kips — Hangar
35 kips — FBO Addition
2,000 plf— Hangar
2,300 plf — FBO Addition
Hangar First Floor: 5509.4 feet
FBO First Floor: 5518.3 feet
Hangar Exterior Frost Depth: 5505.9 feet
FBO Exterior Frost Depth: 5514.8 feet
Hangar: 2'
FBO Addition: 3'
FACTORS AFFECTING SITE PREPARATION
• Unsuitable Floor and pavement subgrade materials including topsoil and existing rubble fill (near B -2a)
were encountered at elevations 5509,1 to 5502.4 feet (0.5 feet to 5 feet below existing grade) in the new
hangar area and elevations 5517.1 to 5514.4 feet (0.5 to 1.0 feet below existing grade) in the FBO addition
area.
• Utilities are known to be within the building areas. The existing utility backfill is likely unsuitable
foundation and floor/pavement subgrade material. Three of the boring locations were relocated due to the
proximity of existing utilities at planned boring locations.
FACTORS AFFECTING FOUNDATION AND BUILDING DESIGN
• Suitable natural foundation material was encountered at elevations of 5506.4 to 5502.4 feet (1.0 to 5.0 feet
below existing grade) for the new hangar and at elevations 55 i 3.2 to 5511.9 (3.5 to 4.4 feet below existing
grade).
• Existing foundations are present in the vicinity of the proposed FBO addition area and could be affected
by new footing loads.
RECOMMENDED PAVEMENT SECTIONS
Area
Driveways and Delivery Area with Truck Traffic
=Asphalt Concrete Pavement
Parkins Lot Area with No Truck Traffic
Asphalt Concrete Pavement
Hanuar Ramp Area
Portland Cement Concrete Pavement
P-209 Aggregate Base Course under PCC Pavement
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Thickness, in.
6.0
5.0
10.0
6.0
Tectonic Management Group 1 RIL New Hangar and FRO Addition' 2
2.0 SUBSURFACE EXPLORATION
A program of Dutch friction -cone soundings, test borings and soil sampling was performed at the project site on
May 13th through May 14, 2015. Eight (8) Dutch friction -cone soundings were made at the site. The results of
the soundings were used to determine the depths for obtaining undisturbed soil samples from an exploratory
boring made immediately adjacent to each sounding. Thirteen (13) exploratory borings were taken to depths of
5 to 20 feet below the existing grade to establish the general subsurface conditions of the area under consideration.
Three of the boring locations (B-5, B-6, and B-7) in the new Hangar area had to be shifted slightly due to conflict
with existing site utilities.
The Dutch friction -cone soundings were performed with a mechanical penetrometer in accordance with ASTM
D 3441, Standard Method for Deep, Quasi -Static, Cone, and Friction Cone Penetration Tests of Soil. The plot of
the data from this test identifies the relative positions and thicknesses of hard and soft layers of soil.
The borings were made in accordance with ASTM D 1452, Standard Practice for Soil Investigation and Sampling
by Auger Borings. A machine -driven, continuous -flight auger having a diameter of 6 inches was used to advance
the holes for split -barrel and thin-walled tube sampling. The bore holes were stable and casing was not required.
Penetration tests were performed with a CME Automatic Free -Fall SPT Hammer (hammer efficiency
approximately 80%) in accordance with ASTM D 1586, Standard Method for Penetration Test and Split -Barrel
Sampling of Soils. Representative samples of soil were obtained for identification purposes. The resistance of
the soil to penetration of the sampler, measured in blows per foot (N), is an indication of the relative density of
cohesionless soil and of the consistency of cohesive soil.
Undisturbed soil samples were recovered for visual observation and laboratory testing in accordance with ASTM
D 1587. Standard Method for Thin -Walled Tube Sampling of Soil, utilizing an open -tube sampler having an
outside diameter of 3.0 inches.
The vicinity map and the boring location plan are presented in Appendix A. The penetration diagrams (see
Appendix B) present the results of the Dutch friction -cone soundings. The boring logs (see Appendix C) present
the data obtained in the subsurface exploration. The logs include the surface elevations, the approximate depths
and elevations of major changes in the character of the subsurface materials, visual descriptions of the materials
in accordance with the criteria presented in Appendix D, groundwater data, the penetration resistance recorded in
blows per 0.5 -ft increments of depth, and the locations of undisturbed samples of soil.
The locations and elevations of borings 4 through 7 and 10 through 13 were determined by a Benesch survey
crew using the NAD83 and NAVD88 for horizontal and vertical datum, respectively. The locations of the
soundings and borings for 1 through 3 as well as 8 and 9 were determined by tape measurements from existing
building corners. The elevations provided have been correlated to elevations within the ellipsoid elevation vertical
datum provided by Tectonic Management Group as shown on sheet C 1.00 of preliminary plans for the new
hangar.
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Tectonic Management Group 1 RIL New Hangar and FRO Additionl3
3.0 LABORATORY ANALYSES
The split -barrel and undisturbed soil samples obtained during the subsurface exploration were examined in the
laboratory by a member of Benesch's professional engineering staff to supplement the field identification.
Standard tests were performed on selected samples to determine the engineering properties of the foundation
materials.
The moisture contents and dry unit weights of selected undisturbed soil samples were determined in the
laboratory. These test results are presented in the boring logs opposite the respective sample locations. The
moisture contents were determined in accordance with either ASTM D 4643, Standard Test Method for
Determination of Water (Moisture) Content of Soil by the Microwave Oven Method, or ASTM D 2216, Standard
Test Method for Determination of Water (Moisture) Content of Soil and Rock by Mass. The dry unit weights
were determined in accordance with the Displacement Method of the Corps of Engineers, EM1110-2-1906,
Appendix 11, Unit Weights, Void Ratio, Porosity, and Degree of Saturation. These data correlate with the strength
and compressibility of the soil. High moisture content and low density usually indicate low strength and high
compressibility.
The unconfined compressive strengths of several undisturbed samples were estimated in the laboratory with a
calibrated hand penetrometer. These strengths are presented on the boring logs and are estimates only. Actual
values are generally lower than the estimated values indicated on the boring logs.
The compressibility of two undisturbed samples of undisturbed samples of onsite silt and lean clay foundation
soils were determined in accordance with ASTM D 2435, Standard Test Method for One -Dimensional
Consolidation Properties of Soils, except that time -rate readings were not obtained. The data from the
consolidation tests can be used to develop an estimate of the maximum amount of settlement of the structures. A
brief summary of the test data is presented in Table 1, and the complete test reports are presented in Appendix E.
Boring Depth,
No. ft.
TABLE 1
CONSOLIDATION TEST DATA
Initial Overburden
Void Pressure,
Ratio tons/ft2
Preconsol-
[dation Compression Recompression
Pressure, Index Index
tons/ft2
B-5 5.9-6.4 0 74 0.36 1 9 0.22
0.014
B-8 5.4-5.8 0.59 0.35 1,2 0.18 0.021
The unconfined compressive strengths of three undisturbed samples of onsite silt and lean clay foundation soils
were determined in accordance with AS] M D 2166, Standard fest Method for Unconfined Compressive Strength
of Cohesive Soil. These data are summarized in Table 2 and the complete test reports are presented in Appendix
F.
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Tectonic Management Group 1 RIL New Hangar and FBO Addition' 4
TABLE 2
UNCONFINED COMPRESSION TEST DATA
Dry Density, Unconfined
Boring No. Depth, ft Moisture, % Compressive
lbf/ft3 Strength, tons/ft2
B-5 1.5%21' 19.7 107.0 1.6
B-6 7.5'-8.2' 173 97.6 0.8
B-8 2.2'-2.8' 20.7 105.6 0.8
The plasticity characteristics of two air-dried samples of onsite lean clay foundation soils were determined in
accordance with ASTM Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (D
4318), These limits of consistency (Atterberg limits) are used in the Unified Soil Classification System as a basis
for laboratory differentiation between materials of appreciable plasticity (clays) and slightly plastic or nonplastic
materials (silts). The test results are presented in Table 3.
Boring No. Depth, ft.
TABLE 3
ATTERBERG LIMITS
Liquid Plastic Plasticity Group
Limit, % Limit, % Index Symbol
13-6
B-8
7.5'-8.2'
5.4'-5.8'
-17
30
18 9 CL
15 15 Cl.
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Tectonic Management Group 1 RlL New Hangar and FBO Additionl5
4.0 GEOLOGY AND SITE CONDITIONS
The Garfield County Airport lies in the Uinta Basin section oldie Colorado Plateau, a part of the province of the
lntermontane Plateaus physiographic division'.
The project site is located adjacent to the city of Rifle on loess -mantled terraces. The terraces are located adjacent
to alluvial bottomlands, and generally consist of loess deposits atop alluvial silts and sands. Older terraces
existing adjacent to younger terraces generally consist of loess overlying mixed alluvial and colluvial terrace
sands and gravels. From a review of historic aerial photos of the site existing buildings were previously located
along the north building line of the proposed hangar. Rubble fill was found at one boring location (B -2a) to a
depth of 5 feet.
Benesch used a Backsaver soil probe on the north and west side of the existing FBO building and found the top
of existing footing at 40 inches and 37 inches below top of stem wall at the NW corner and center of the west side
of the building respectively.
The borings (B-4, B-5, B-6, and B-7) completed in existing pavement in the new hangar area had 2.2 to 5.5 inches
of asphalt underlain with generally 6 to 10 inches of granular base material. In the one boring (B -I I) in existing
pavement in the FBO addition areas approximately 5.5 inches of asphalt was encountered over loose silt fill. In
the three borings completed in the entry drive area (B-10, B-12, and B-13) approximately 7 to 9 inches of asphalt
underlain with 0.2 to 3.8 feet of granular base/fill material.
The subsurface materials encountered at the boring locations are briefly described below in descending order of
occurrence. Detailed descriptions are provided in the boring logs, which are presented in Appendix C.
SOIL ZONE DESCRIPTION
Fill
Loess
Lean Clay; 5-15% fine sand; medium plasticity; moist to wet;
stiff to very stiff. Rubble was encountered in B -2a to a depth
of 5 feet.
Silt; 5-15% fine sand; low plasticity; dark yellowish brown
with pale brown; moist to wet; medium dense.
Silty Gravel with Sand; 50-60% fine gravel; 25-35% fine to
coarse sand; 15-25% fines, low plasticity; brown; moist;
dense.
Silty Clay to Lean Clay with Sand; 0-30% fine sand; low to
medium plasticity: moist to very wet; stiff.
Silt; 5-15% fine sand; low plasticity; wet; loose to medium
dense.
Physiographic Provinces of North America, Map by A. K. Lobeck, 1948; The Geographical Press; Columbia University, New York
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Tectonic Management Group 1 RIL New Hangar and FBO Addition 16
Alluvium
Sandy Lean Clay; 30-40% fine sand; medium plasticity; wet:
stiff.
Clayey to Silty Sand; 5-10% fine to coarse gravel; 50-65%
fine to coarse sand; 20-35% fines, low plasticity; wet; loose
to medium dense.
Groundwater was not encountered at any of the boring locations. The water table could be expected to fluctuate
several feet depending on surface drainage, rainfall, lawn watering, irrigation, vegetation, temperature, and other
factors.
benesch
engineer aeienhlaas planner
Tectonic Management Group 1 RIL New Hangar and FBO Additionl7
5.0 DISCUSSION AND RECOMMENDATIONS
Four basic requirements for a satisfactory foundation of a structure are as follows:
A. The base of the foundation must be located below the depth to which the soil is subject to frost action
and seasonal volume change caused by alternate wetting and drying.
B. The foundation (including the earth beneath it) must be stable or safe from failure.
C. The foundation must not settle or deflect enough to disfigure or damage the structure.
D. The foundation structure must be properly located with respect to any future influence that could
adversely affect its performance.
The following recommendations for design and construction of the foundation for the proposed Hangar and FBO
addition are based upon site conditions, the engineering properties of the subsurface materials, and the
requirements of the proposed structures.
1. SUITABLE FLOOR AND PAVEMENT SUBGRADE MATERIAL
The project site will be filled as much as approximately 2 and 3 feet above existing grade, in the Hangar and FBO
addition areas, respectively. The upper 0.5 feet of existing soils, the topsoil, existing pavement and any existing
rubble fill (encountered at one location in the Hangar area (B -2a) to a depth of 5 feet below existing grade) should
not be used to support the floor slab, pavement structure. or new fill. The remaining clean existing fill and
underlying natural soils may be left in the building areas and areas to be paved if these soils are "wet" and prove
stable under a loaded dump truck or similar piece of equipment. By Benesch's definition, a "wet" cohesive soil
contains sufficient moisture to be rolled into a 1/8 -inch -diameter thread without crumbling. A "moist" cohesive
soil would crumble when being rolled to form a I/8 -inch -diameter thread.
2. SUITABLE FOUNDATION MATERIAL
The existing fill contained rubble in the vicinity of I3 -2a and Benesch does not have documentation on the
compaction of the existing fill when placed therefore the existing fill not considered suitable foundation material.
The minimum depth at each boring location to suitable natural foundation material in the building areas for
column footings and footings supporting load-bearing walls is presented in Table 4.
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Tectonic Management Group 1 RIL New Hangar and FBO Addition]a
TABLE 4
LOCATION OF SUITABLE NATURAL FOUNDATION MATERIAL
Boring No. (Structure) Elevation, ft
Depth Below Existing Grade, ft
1 (Hangar) 5504.8 4.0
2a (Hangar)
5502.4* 5.0*
2b (Hangar) 5502.4 5.0
3 (Hangar) 5503.8 5.0
4 (Hangar) 5505.1 3.5
5 (Hangar) 5506.0 1.0
6 (Hangar) 5506.4 3.2
7 (Hangar) 5505.4 3.0
8 (FBO Addition) 5511.9 3.5
9 (FBO Addition) 5513.2 4.4
11 (FBO Addition) 5512.4 3.0
*Auger refusal on rubble fill at this elevation depth
The bottoms of a normal -depth exterior footings for the hangar and FBO addition could be seated as much as 3.5
feet and 2.9 feet above the upper surface of suitable foundation material, respectively. The suggested alternative
foundation plans are as follows (see Recommendation 8 for further details on each alternative):
A. Deen Footings. Seat column footings and footings supporting load-bearing walls on the firm natural
materials located at or below the depths shown in Table 4, which would require lowering some
exterior Hangar and FBO addition footings as much as 3.5 and 2.9 feet, respectively, below normal
footing depths. Footings supporting non -load-bearing walls could be seated at normal depths on the
soils that are considered suitable floor subgrade material (refer to Recommendation 1).
B. Undercut along Footing Lines. Remove or rework the unsuitable foundation materials located along
the Toad -bearing footing lines and seat all footings at conventional depths in either controlled earth
fill or firm natural materials.
Controlled earth fill is defined as earth fill that is designed, compacted, and tested in accordance with generally
accepted good practice and placed with observation by the Geotechnical Engineer.
3. EXISTING UTILITY LINES
Existing utilities are currently located within the proposed building areas. The utility line backfill is not
considered suitable foundation material. Wall footings that intercept the backfill materials of these utilities could
be designed to bridge over the backfill. For column footings, the difference in elevation between the bottom of a
column footing and the bottom of an existing utility trench should not be greater than the horizontal distance
benesch
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Tectonic Management Group 1 RIL New Hangar and FBO Additionl9
between the nearest edge of the utility trench and the closest edge of the footing. Column footings might need to
be lowered below plan footing depth to meet this recommendation.
An alternative to bridging over the backfill or lowering footings would be to remove all utility backfill, relocate
the utilities outside the building areas, and backfill the excavations with controlled earth fill. A second alternative
would be to remove all existing utility backfill and recompact the backfill into the resulting excavation in
accordance with the moisture content and compaction recommendations presented in Table 5 if the utility lines
can withstand the stresses imposed by the compacted fill and footing loads.
4. MINIMUM DEPTH OF FOOTINGS
The bottoms of all exterior footings should be placed at a minimum depth of 42 inches below finished grade to
provide reasonable protection against frost action and seasonal volume change. In addition, in the FBO addition
area the bottom ofa proposed footing should be constructed so that either (a) the elevation of the proposed footing
and an existing footing are the same or (b) the horizontal distance between the nearest edge of the proposed
footing and nearest edge of the existing footing is equal to or greater than the difference in elevation between the
footings.
S. ALLOWABLE BEARING PRESSURE
The allowable net bearing pressure on the natural materials located at or below the depths shown in Table 4 or on
controlled earth fill is 2,000 lbf/ft2. The net bearing pressure is the contact pressure at the base of the foundation
in excess of the pressure at the same level due to the surrounding surcharge. The surcharge pressure is equal to
the total weight of a column of soil that extends from the lowest immediately adjacent ground surface to the
bottom of the foundation divided by the soil column's area.
6. SETTLEMENT
Settlement is expected to be inch or less, if (a) the fill materials are properly placed (see Recommendation I I ),
and (b) and the recommendations in this report are carried out.
7. VERTICAL MODULUS OF SUBGRADE REACTION
The suggested value of the vertical modulus of subgrade reaction to be used in the design of footings and pavement
structure is 100 lbf/in3.
8. PREPARATION OF THE BUILDING AREAS AND AREAS TO BE PAVED
Brief descriptions of the following alternatives are provided in Recommendation 2.
Alternative A. (Deep Footings)
All vegetation, existing pavement, the upper 0.5 feet of existing soils, and rubble fill should be removed from the
building areas and areas to be paved. Thereafter, the exposed ground located in areas that have been "cut" to the
proposed subgrade elevations and areas to be filled should be proofrolled with a loaded dump truck or similar
piece of equipment (in the pre'enct of the Geotechnical Nngineer) to locate unstable materials. Any unstable
material should be either removed and replaced with controlled earth fill or reworked to conform to the moisture
content and compaction recommendations presented in Table 5.
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Tectonic Management Group 1 RIL New Hangar and FBO Addition110
The Geotechnical Engineer should observe the building areas and areas to be paved to verify that all unsuitable
and unstable soils have been stabilized. Upon approval of the site by the Geotechnical Engineer, any exposed
ground surface that has not been previously reworked should be scarified to a minimum depth of 6 inches and
reworked to conform to the moisture content and compaction recommendations presented in Table 5. Areas to
be filled should then be raised to the desired elevation with controlled earth fill.
Immediately prior to placement of the pavement structure, the subgrade in cut and fill sections should be scarified
to a minimum depth of 6 inches and reworked to a uniform condition conforming to the moisture content and
compaction recommendations presented in Table 5.
The footing excavations should extend into the suitable natural foundation materials located at or below the depths
presented in Table 4. The Geotechnical Engineer should observe the foundation excavations to verify that the
footings will be seated in suitable natural foundation material.
Alternative B. (Undercut Along Footing Lines)
Preparation of the building areas and areas to be paved should be the same as in Alternative A. In addition, all
unsuitable foundation soils (located above the depth presented in Table 4) along load-bearing footing lines should
be either removed and replaced with controlled earth Fill or reworked to conform to the moisture content and
compaction recommendations presented in Table 5.
If the unsuitable foundation materials will be removed and replaced with controlled earth fill or reworked, the
bottoms of the trench excavations should extend beyond the edges oldie proposed footings a minimum horizontal
distance of 3.0 feet or two-thirds the distance between the bottom -of -footing elevation and the surface of the
suitable natural foundation material, whichever is greater. However, in the FBO addition area the excavations
should not encroach on the foundation soils of existing footings, which are defined as soils located inside a line
drawn downward and outward from the outside edge of the existing footing on a slope of 1.0 horizontal to 1.0
vertical. The sides of the excavation should be sloped to permit the controlled earth fill to be placed against the
sides of the excavations to the recommended degree of -compaction.
If the unsuitable foundations materials will be removed and replaced with lean concrete, the excavations do not
need to extend beyond the edges of the proposed footings. Lean concrete, also referred to as flowable fill, is
defined as a lower strength, self -consolidating concrete material that has a minimum compressive strength of 100
psi.
The Geotechnical 1 ngineer should observe the building areas and areas to be paved to verify conformance to the
above recommendations. Upon approval of the building areas and areas to be paved by the Geotechnical
Engineer, the site should be filled to the desired elevations with controlled earth fill. Footings can then be
constructed at conventional depths, seated within either controlled earth fill or suitable natural foundation soils.
The Geotechnical Engineer should observe the foundation excavation to verify that the footings will be seated in
suitable foundation materials.
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Tectonic Management Group 1 RIL New Hangar and FBO Additionl ll
9. OSHA EXCAVATION REQUIREMENTS
Excavations that will be occupied by personnel should be made in accordance with the Occupational Safety and
Health Administration (OSHA) Construction Standards -29 CFR Part 1926, Subpart P -Excavations as published
in the Federal Register, Vol. 54, 209, Tuesday, October 31, 1989, Rules and Regulations OSHA states that a soil
should be reclassified if the properties, factors, or conditions affecting the soil's classification change in any way.
Sheet piling and/or shoring will be necessary if the sides of the excavations cannot be sloped to meet OSHA
regulations.
10. PROTECTIVE SLOPES AROUND THE BUILDINGS
The site should be graded in a manner that will divert water away from the buildings. The protective slopes
around the buildings should meet the following requirements:
A. Slope downward from the building to lower areas or drainage swales.
B. Minimum horizontal length of 10 feet, minimum vertical fall of 6 inches (5 percent).
C. Minimum gradient (beyond 10 feet from buildings):
1. Impervious surface; 1/8 inch per foot (1 percent).
2. Pervious surface; 1/4 inch per foot (2 percent).
11. TYPES OF SOILS TO BE USED AS FILL AND BACKFILL
Controlled earth fill placed within the building areas and areas to be paved should be constructed of inorganic
CL2, ML3, SM4, and/or SC5 materials (all with a liquid limit Tess than 50 and a plasticity index Tess than 30). The
clean lean clays, silty clays and silts existing fill and natural materials encountered at the project site are
considered suitable for use as fill within the building areas and areas to be paved.
The materials used as fill and backfill outside the building areas and areas to be paved may consist of CL, ML,
SM, SC, and/or CH (fat clay, fat clay with sand, and/or sandy fat clay). Proposed fill and backfill materials should
be subject to approval by the Geotechnical Engineer. Representative samples of the proposed fill and backfill
materials should be submitted to the Geotechnical Engineer at least five days prior to placement so the necessary
laboratory tests can be performed.
11. PLACEMENT OF FILL AND BACKFILL
The suggested basis for controlling the placement of fill and backfill on the site, excluding free -draining granular
materials, are the "optimum moisture content" and "maximum dry density" as determined by ASTM D 698,
Procedure A, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort
(12,400 ft-IbPft3) (600 kN-m1m3). The recommended acceptable values of moisture content and degree of
compaction are given in Table 5.
Leari clay, lean clay with sand and sandy lean clay.
3 Silt, silt with sand and sandy silt.
' Silty sand.
S Clayey sand.
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Tectonic Management Group 1 RIL New Hangar and FRO Addition 112
TABLE 5
COMPACTION RECOMMENDATIONS FOR CONTROLLED EARTH FILL AND BACKFILL
Location
Soil Minimum Moisture Minimum
Type Content Compaction*
Below top -of -interior -footing elevation Silts and Lean Clays 2% Below Optimum
in the building areas. Silty and Clayey **
Sands
95%
98%
From 0.0 to 1.0 foot below pavement Silts and Lean Clays 2% Below Optimum 100%
subgrade elevation outside the building
areas. Silty and Clayey ** 100%
Sands
(a) Above top -of -interior -footing
elevation in the building areas and (b)
greater than 1.0 foot below pavement
subgrade elevation outside the building
areas.
Silts and Lean Clays
Silty and Clayey
Sands
2% Below Optimum
**
95%
95%
Backfill of footings and utility trenches
outside the building areas and outside of Silts and Clays 2% Below Optimum 92%
areas to be paved.
*Percent of Maximum Dry Density (ASTM D 698, Procedure A)
**Moisture as necessary to obtain density (near Optimum)
Clean free -draining sand used as backfill should be consolidated by means of a vibratory compactor to at least
55% "relative density", as determined in accordance with ASTM D 4253 (Standard Test Methods for Maximum
Index Density and Unit Weight of Soils Using a Vibratory Table) and D 4254 (Standard Test Methods for
Minimum Index Density and Unit Weight of Soils and Calculations of Relative Density).
12. SITE SEISMICITY
Based on the geotechnical investigation at this site we recommend that Site Class D (SQ) be used to assess lateral
loads from seismic events in accordance with the 2009 International Building Code (IBC). The lateral loads may
be transmitted from the structure to the surrounding soils by a combination of base friction and passive resistance
on the footings. Overturning loads may be reacted by the dead weight of the structure and bearing resistance of
the foundation soils. The allowable bearing capacity given previously may be increased by one third to assess
stability from transient seismic forces.
13. RECOMMENDATIONS FOR PAVEMENT DESIGN
Truck traffic in the parking lot for the new hangar and the entrance driveway primarily consists of delivery trucks.
Tectonic indicated that the operations will include one (1) delivery truck daily in the parking lot area for new
benesch
erg •neerI ,clentlitf planner.
Tectonic Management Group 1 RR. New Hangar and FBO Addition113
hangar and four (4) delivery trucks per day in the driveway area. Pavement thickness designs were performed
using the Asphalt institute pavement design methods for the asphalt concrete pavement in the parking lot area
and entrance driveways and truck delivery areas. The recommended asphalt concrete thickness is 6 inches for
the driveway area and 5 inches in the new hangar parking lot area.
The recommended thickness for Portland cement concrete pavement for the aircraft ramp at the new hangar is 10
inches over a 6 -inch thick P-209 crushed aggregate base. The ramp thickness was determined using FAARfield
assuming a flexural strength of concrete of 650 Ibf/int and an aircraft fleet mix provided by Tectonic with the
Gulfstream V being the controlling aircraft in the design. The assumed aircraft fleet mix summary is included in
Appendix G.
14. GRADING OBSERVATION
Observation and frequent testing by the Geotechnical Engineering Firm during compaction of fill and backfill are
necessary to verify proper moisture content and degree of compaction. A professional opinion should be obtained
from the Geotechnical Engineer that the site has been properly prepared, that all footings will be seated on suitable
foundation materials, and that all fill, backfill, and subgrade materials conform to the moisture content and
compaction recommendations presented above. If these testing and observation services are not performed, the
allowable bearing pressure stated in Recommendation 5 might be invalid. As the Geotechnical Engineer for this
project, Benesch has interpreted the results of the subsurface exploration and laboratory tests to arrive at the
recommendations presented in this report. Consequently, Benesch is in the best position to relate actual observed
conditions to those assumed for this report and to provide revised recommendations if differences are found during
grading operations and construction of the foundation for the referenced project.
15. SUBGRADE OBSERVATION
The floor subgrade, pavement subgrade and foundation materials should be observed by the Geotechnical
Engineer immediately prior to placement of the concrete or paving components. Severe changes in the condition
of these materials can occur after initial preparation as the result of rain, drying, freezing, and construction
activities. Any subgrade or foundation material that becomes disturbed, desiccated, or does not conform to the
moisture content and compaction recommendations previously presented should either be removed and replaced
or reworked to meet these recommendations.
16. APPLICABILITY OF RECOMMENDATIONS
The recommendations presented in this report are based in part upon Benesch's analyses of the data from the
Dutch friction -cone soundings and soil borings. The penetration diagrams, boring logs, and related information
depict subsurface conditions only at the specific sounding and boring locations and at the time of the subsurface
exploration. Soil conditions might differ between the soundings and exploratory borings and might change with
the passage of time. The nature and extent of any variations between the sounding and boring locations or of any
changes in soil conditions (e.g., drying of soil) might not become evident until grading operations and construction
of the foundation for the referenced project have begun. If variations and changes in the soil conditions then
appear, it will be necessary to re-evaluate the recommendations stated in this report.
benesch�«o
Tectonic Management Group I RIL New Hangar and FRO Addition114
6.0 CONCLUSIONS
Benesch concludes, on the basis of the findings of the subsurface exploration at the project site and the evaluation
of the engineering properties of samples of the foundation materials, that the proposed hangar and FBO addition
can be supported by spread footings seated on either firm natural materials or controlled earth FII. Various utilities
are present in the proposed hangar area and as well as an area of buried debris/rubble was found toward the north
edge of the proposed hangar. Recommendations have been provided above to address both existing utilities and
the existing rubble at the site.
This report has been prepared in accordance with generally accepted soil and foundation engineering practices
for exclusive use by Atlantic Aviation and Tectonic Management Group for specific application to the proposed
hangar and FBO addition at Garfield County Airport in Rifle, Colorado. The recommendations of this report are
not valid for any other purpose.
Benesch should be contacted if any questions arise concerning this report or if changes in the nature, design or
location of the structure are planned. If any such changes are made, the conclusions and recommendations
contained in this report shall not be considered valid unless the changes are reviewed by Benesch and the
conclusions of this report are modified or verified in writing. This report shall not be reproduced, except in full,
without the written approval of Alfred Benesch & Company.
Prepared By:
Reviewed By:
Jason W. Windhorst Brandon L. Desh, P.E.
benesch
enointen sctenint. p Al111e11
Tectonic Management Group 1 RIL New Hangar and FBO Addition I15
APPENDIX A. VICINITY MAP AND BORING LOCATION PLAN
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APPENDIX C. BORING LOGS
110 benesch
engineers. scientists • planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 " Fax: 402-479-2276
www.benesch.com
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5508.8
5508.6
5506.0
5504.8
5503.8
BORING LOG RtFLEAIRPORTLOGS.GPJ IIWS.GDT 8119115
am
o�
0.0
0.2
2.8
0
J
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
WATER LEVELS V Groundwater was not encountered
LITHOLOGY DESCRIPTION
BORING LOG
BORING No.: B-01
SHEET 1 of 1
DATE: 5-13-2015
4.0
5.0
i
i
r
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z
COBBLES WITH SILT; 85-95% cobbles; 5-15% nonplastic tines; moist; loose (Fill) r
SC -SM - SILTY, CLAYEY SAND with Gravel; 50-60% fine to coarse gravel; 15-25% fine to coarse sand; 15-25%
fines, low to medium plasticity; very dark grayish brown with very dark gray and dark grayish brown; moist; dense.
(Fill)
CUML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; dark yellowish brown with dark grayish brown
and very dark grayish brown; wet; stiff to very stiff. (Fill)
CUML - SILTY CLAY; 5-15% fine sand; law to medium plasticity; brown mottled with dark brown and dark gray;
wet; stiff to very stiff. (Loess)
Boring Terminated at: 5.Oft
w
a.
CA
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d
o`
0.0-
2.5
.0-
2.5 -
5.0 •
7.5 —
10.0
12.5 —
15.0--
17.5
20.0 —
Figure C - 1
benesch
engineers ,scientists- planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 ' Fax: 402-479-2276
www.benesch.com
n
a
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a�
aj0
0
J
5507.4
5506.9
5502.4
BORING LOG RIFLEAIRPORTLOGSGPJ HWS GOT 8118115
0.0
0.5
5.0
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
WATER LEVELS
LITHOLOGY DESCRIPTION
BORING LOG
BORING No,: B -02a
SHEET 1 of 1
DATE: 5-13-2015
COBBLES WITH S1LT; 85-95% cobbles, 5-15% nonplastic fines; moist, loose, (Fill)
25-35% fine to coarse gravel; 20-30% fine to coarse sand; 25-35% finesnonplastic; yellowish brown heavily
mottled with Tight grayish brown; moist, loose, COBBLES WITH DEBRIS; Refusal at 5.0' on debris; Boring moved
8' South.. (Fill)
Boring Terminated at: 5.0ft
w
a.
a
2
N
0
0.0 —
2.5 —
5.0 —
7.5 —
10.0 —
12.5 —
15.0 —
17.5 —
20.0
Figure C - 2a
benesch
engineers • scientists planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 ' Fax: 402-479-2276
www.benesch.com
m
uJ?
5507.4
5506.9
5504.4
5502.4
5499.4
5497.4
5493.9
5492.4
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0
=
a�,0.1
0.0
0.5
3.0
O
5.0
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
WATER LEVELS Q Groundwater was not encountered
LITHOLOGY DESCRIPTION
BORING LOG
BORING No.: B -02b
SHEET 1 of 1
DATE: 5-13-2015
COBBLES WITH SILT; 85-95% cobbles, 5-15% nonplastic fines: moist. loose. (All)
CL - LEAN CLAY; 5-15% fine sand; medium plasticity; yellowish brown with light gray; moist; very stiff.
(Fill)
8.0
10.0
13.5
15.0
CL - LEAN CLAY; 5-15% fine sand; medium plasticity; dark yellowish brown with brown and yellowish
brown, moist, very stiff. (Fill)
CUML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; dark yellowish brown; moist; very stiff.
(Loess)
CUML - Same as above except moist to wet. (Loess)
CL - LEAN CLAY with Sand, 15-20% One sand; medium plasticity; dark yellowish brown with dark grayish
brown; wet; very stiff. (Alluvium)
CL - SANDY LEAN CLAY; 30-40% fine sand; medium plasticity; dark yellowish brown mottled with strong
brown and olive brown; wet; stiff. (Alluvium)
Boring Terminated at: 15.0ft
w
J
0-
2
U)
a
m
4
7
10
16
(17)
9
10
9
9
(19)
0.
wr0 "
-0.0-
2.5
.0-
2.5 —
5.0 -
7.5 —
9
9
14 -
(23) 10.0-
3
3
5
(8)
2.5 —
5.0 —
7.5 —
20.0—
Figure C - 2b
benesch
engineers • scientists • planners
825 M Street, Suite 100
Lincoln, NE 68508
402479-2200Fax: 402-479-2276
www,benesch.com
co
J Z
5508.8
5508.3
5503.8
5501.6
5500.3
S.GPJ HWS.GDT 811
BORING LOG RI
5496.3
5494.8
5493.3
PROJECT:
LOCATION:
JOB NO.:
RIG / METHOD:
CREW:
Atlantic Aviation - Garfield Co. Airport
Rifle, Colorado
00111195.00
CME 75HT / Straight Auger
CL & JW
BORING LOG
BORING No.: B-03
SHEET 1 of 1
DATE: 5-13-2015
WATER LEVELS
V Groundwater was not encountered
LITHOLOGY DESCRIPTION
COBBLES WITH SILTY SAND; 75-85 cobbles; 15-25% fine to coarse
sand & sill; moist; loose. (Fill)
ML - SILT; 5-15% fine sand; low plasticity; yellowish brown with dark
yellowish brown; moist; medium dense. (Fill)
ML - SILT; 5-15% fine sand; low plasticity; dark yellowish brown; moist to
wet; medium dense. (Loess)
CLIML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; brown
with very dark gray and dark brown; moist; very stiff. (Loess)
ML - SILT; 5-15% fine sand; low plasticity; dark yellowish brown slightly
mottled with yellowish red , black and light gray; moist to wet, medium
dense. (Loess)
ML - SANDY SILT; 30-40% fine sand, nonplastic; dark yellowish brown
with light gray; moist to wet; medium dense; with few thin gravel seams.
(Alluvium)
ML - SANDY SILT; 0-5% fine gravel; 35-45% fine to coarse sand; low
plasticity; dark yellowish brown slightly mottled with light gray; moist to
wet; medium dense, Same as above. (Alluvium). (Alluvium)
Boring Terminated at: 15.5ft
Unconfined compressive strength was estimated using a calibrated hand penetrometer.
a
rn
4
6
11
14
(17)
31
1/ 57
9
— (16)
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7
Fr 11
10
(21)
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2.7'
4.5+.
4.5+.
2.7*
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16.42
12
111.9
111.9
11.37
33
2.5 –
5.0 –
7.5-
.5-
10.0 –
10.0-
12.5 –
12.48
33
15.0-
17.5-
20.0
Figure C - 3
benesch
engineers • scientists • planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 Fax: 402-479-2276
www.benesch.com
co
O
4
w 2
as
0 v
U'
O
5508.6
5508.4
5507.6
5505.1
5503.6
5502.1
5500.1
5496.1
5494.6
5493.6
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
WATER LEVELS SL Groundwater was not encountered
LITHOLOGY DESCRIPTION
0.0 r
0.2-
1 0
.2-
10
3.5
5.0
65
ASPHALT, 2" - thick
GM - SILTY, CLAYEY GRAVEL with Sand; 40-50% fine gravel; 30-40%
< rine to coarse sand; 15-20% fines, low plasticity; grayish brown; moist;
Vense. (Granular Fill)
ML - SILT; 5-10% fine sand; low plasticity; brown with dark brown; wet;
medium dense. (Fill)
w
J
0.
2
N
ML - SILT with Sand; 15-20% fine sand; low plasticity; dark yellowish
brown; wet; medium dense. (Loess)
85
CLIML - SILTY CLAY; 5-15% fine sand; Haw to medium plasticity; dark
yellowish brown, wet; very stiff. (Loess)
CL - LEAN CLAY; 5-10% fine sand; medium plasticity; dark brown; wet.
very stiff. (Loess)
ML - SILT; 10-15% fine sand; low plasticity; yellowish brown; wet;
- medium dense. (Loess)
125
140
15.0
CLIML - SILTY CLAY; 5-10% fine sand; low to medium plasticity;
yellowish brown slightly mottled with yellowish red and gray; wet; very
stiff. (Loess)
ML - SANDY SILT; 0-5% fine gravel; 40-50% fine to coarse sand; low
plasticity; dark yellowish brown slightly mottled with yellowish brown; wet,
medium dense; with silty sand seams. (Alluvium) _
Boring Terminated at: 15.0ft
' Unconfined compressive strength was estimated using a calibrated hand penetrometer.
a
N
2
3
6
(9)
6
8
11
(19)
2
6
7
(13)
N
7
2,3'
2,2'
1.5'
2.5'
1 7'
2.6'
1.75'
BORING LOG
BORING No.: B-04
SHEET 1 of 1
DATE: 5-13-2015
w
CC
1-
rh
o�
2.
107.4
20.34
9
4.5+'
0.0 -
25-
5.0-
.0-
7.5-
7.5-
10.0 -
10.0-
92.0
92.0
13.38
14
2.5 -
5.0 -
7,5 -
0.0 -
Figure C - 4
benesch
engineers • stiemists . planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 ' Fax: 402-479-2276
www.benesch.com
5507.0
5506.5
5506.0
5501.5
5498.5
5497.0
5495.0
5493.5
5491.5
5490.0
5488.5
a
0
5487.0
C7
0
J
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
WATER LEVELS V Groundwater was not encountered
LITHOLOGY DESCRIPTION
ASPHALT; 5.5" - thick
GM - SILTY GRAVEL with Sand; 50-60% fine gravel; 25-35% fine to
coarse sand; 15-20% fines, low plasticity; grayish brown, moist, dense
(Granular Fill)
ML - SILT; 5-10% fine sand; low plasticity; dark yellowish brown slightly
mottled with very pale brown; wet; loose. (Loess)
ML - S1LT; 10-15% fine sand; low plasticity; dark brown slightly mottled
with very pale brown; wet; loose. (Loess)
CL/ML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; dark
yellowish brown heavily mottled with pale brown; wet; stiff. (Loess)
CL - LEAN CLAY; 5-15% fine sand; medium plasticity; yellowish brown
heavily mottled with pale brown; wet; stiff. (Loess)
12.0
J
a
(n
CL - LEAN CLAY; 0-5% fine sand; medium plasticity; yellowish brown
heavily mottled with pale brown; wet; very stiff. (Loess)
135
ML - SANDY SILT; 40-50% fine sand; low plasticity; dark yellowish
brown; wet; loose; with silty sand seams. (Alluvium)
155
CLlML - SILTY CLAY with Sand; 15-25% fine sand; low to medium
plasticity; dark yellowish brown; wet; very stiff. (Alluvium)
17.0
CL - LEAN CLAY with Sand; 20-30% fine sand; medium plasticity; dark
yellowish brown mottled with pale brown; wet; stiff to very stiff. (Alluvium)
185
20 0
ML - S1LT with Sand; 20-30% fine to medium sand; nonplastic; pale
brown with yellowish brown; wet; medium dense. (Alluvium)
ML - SILT with Sand; 15-25% fine sand, low plasticity; dark yellowish
• Unconfined compressive strength was estimated using a calibrated hand penetrometer.
L
2
2
3
(5)
2
4
5
(9)
2
3
5
(8)
4
4
6
(10)
N
Q
3.0'
2.9'
3.0'
1.2'
1.3'
2.0'
BORING LOG
BORING No.: B-05
SHEET 1 of 2
DATE: 5-13-2015
w
ce
co
a
106.2
19.73
8
a1
cu0
93.7
19.17
12
0.0
2.5 -
5.0 -
75-
150-
17.5 -
20.0 -
Figure C - 5a
1110 benesch
engineers • scientIsts • planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 ' Fax: 402-479-2276
www.benesch corn
PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG
LOCATION: Rifle, Colorado BORING No.: B-05
JOB NO.: 00111195.00 SHEET 2 of 2
RIG 1 METHOD: CME 75HT / Straight Auger DATE: 5-13-2015
CREW: CL & JW
WATER LEVELS Q Groundwater was not encountered
ui
r
Z
n
I- .-•
LITHOLOGY DESCRIPTION
} z c
`"
z z
~a _m
�Z
��
d
N
N
cr
00 a
i�
NU°
0
20.0--
-----
\brown; wet; medium dense. (Alluvium)
T
-
Boring Terminated at: 20.0ft
_.
22.5 —
—
_
25.0—
27.5 -
-
30.0 -
a
-
—
32.5 —
5
-
35.0-
7
L
7
—
3
—
E
_
37, 5 —
I.
-
el
-'
-.
7
_
L
a
—
ao.a—
' Unconfined compressive strength was estimated using a calibrated hand penetrometer.
Figure C -
benesch
engineers • scientists .planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 Fax: 402-479-2276
www.benesch.com
?
r---
0- .;
oma'
5509.6
5509.1
5507.6
5506.4
5505.6
5504.1
0.0
0.5
20
32
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
BORING LOG
BORING No.: B-06
SHEET 1 of 1
DATE: 5-13-2015
WATER LEVELS Q Groundwater was not encountered
LITHOLOGY DESCRIPTION
4.0
55
5502.1 7.5
5501.3 8.3
5501.1 8.5
5500.1 9 5
ASPHALT; 5.5" - thick
rrrrrr
rrrrrl
Iran
I/Irrl
r/rNr
rlr!II
rrrrrr
Ifrr1l
5497.6 12.0
5496.1 13.5
5494.6 15.0
0
J
z
0
CD
ML - SILT; 5-15% fine sand; low plasticity; dark yellowish brown with pale
brown; moist to wet; medium dense. (Fill)
CL/ML - SILTY CLAY; 5-15% fine sand; low plasticity; dark yellowish
brown with brown; wet; stiff. (Fill)
CLIML - SILTY CLAY; 5-15% fine
medium dense. (Loess)
sand; low plasticity; strong brown, wet;
w
a
2
N
ML - SILT with Sand; 15-20% fine
mottled with dark yellowish brown
dense. (Loess)
CL/ML - SILTY CLAY; 5-15% fine
mottled with dark yellowish brown
stiff. (Loess)
sand; low to medium plasticity; brown
slightly mottled with white; wet, very
sand; low plasticity; pale brown slightly
and light gray; wet; loose to medium
111
CL - LEAN CLAY; 5-15% fine sand; low to medium plasticity; dark
yellowish brown slightly mottled with white; wet; stiff. (Loess)
SC - CLAYEY SAND; 5-10% fine to coarse gravel; 55-65% fine to coarse
sand; 25-35% fines, medium plasticity; light yellowish brown with brown;
wet; loose. (Alluvium)
SC -SM - SILTY SAND with Gravel; 15-20% fine to coarse gravel, 50-60%
fine to coarse sand; 25-35% fines, low to medium plasticity; light
yellowish brown with brown and grayish brown; wet; medium dense, with
silty clay seams. (Alluvium)
CL- SANDY LEAN CLAY; 0-5% fine gravel; 35-45% fine to coarse sand;
medium plasticity; Tight olive brown mottled with white; very wet stiff.
(Alluvium)
CL - Same as above except maist to wet; very stiff. (Alluvium)
SM - SILTY SAND; 0-5% fine to coarse gravel; 65-75% fine to coarse
sand; 25-35% fines, nonplastic; olive brown; moist, medium dense.
(Alluvium)
0
3
Boring Terminated at 15.0ft
* Unconfined compressive strength was estimated using a calibrated hand penetrometer.
a
to
6
7
7
6
(14)
3
4
5
(9)
9
11
15
(26)
2
c
1.8'
2.75'
3.4'
4.2'
1.2'
2.0'
42
43
71
20.0 -
Figure C - 6
benesch
engineers • scientists planners
825 M Street,. Su to 100
Lincoln. NE 68508
402-479-2200 ' Fax. 402-479-2276
www benesch.cam
m
ccs
J Q
W d
0 t.
5508.4
5507.9
5507.4
5505.4
5503.9
5503.4
BORING LOG RIFLEAIRPORTLOGS.GPJ HWS.GOT BI19N5
0.0
0.5
10
0
O
J
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
WATER LEVELS 4 Groundwater was not encountered
LITHOLOGY DESCRIPTION
30
ASPHALT. 5.5" - thick
GM - SILTY GRAVEL with Sand, 50-60% fine gravel, 25-35% line to coarse sand;
15-25% fines, low plasticity; brown; moist, dense, with geogrid at 1.0 ft . (Granular
'Fill)
ML - SILT; 0-5% rine gravel; 5-15% fine to coarse sand, low plasticity; brown with
yellowish brown and dark yellowish brown, wet; medium dense, with clean sand
seams (Fill)
a.
n.
a
fJ]
45
50
ML - SILT: 5-15% fine sand, low plasticity; brown slightly mottled with light
brownish gray; wet; loose to medium dense. (Loess)
ML - SILT; 0-5% fine sand, nonplastic; brown slightly mottled with pale brown;
'wet; medium dense. (Loess)
Boring Terminated at 5.0ft
" Unconfined compressive strength was estimated using a calibrated hand penetrometer.
r
N
a
4.2*
4.5+•
BORING LOG
BORING No.: B-07
SHEET 1 of 1
DATE: 5-13-2015
}rtw
z c
no 4
1-
2°
1-
z
w
zz..
rl7U°
113.6 15.44 9
a. al
0
0.0 —
2.5 —
5.0 —
7,5 --
0.0
0.0 —
2.5-
5.0
.5-
5.0 —
7.5 —
20.0 —
FigureC-7
vi# benesch
engineers • scientists • planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 ' Fax: 402-479-2276
www.benesch.com
o
a
¢
Wz
5515.4
5514.4
5513.3
5512.6
5511.9
5510.4
5509.5
5508.6
5506.9
BORING LOG RIFLEAIRPORTLOGS.GPJ HWS.GDT 6!19115
5505.4
5503.4
5501.9
z
ft
0r..
L7
0
J
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
WATER LEVELS Groundwater was not encountered
LITHOLOGY DESCRIPTION
CL - LEAN CLAY; 5-15% fine sand; medium plasticity; dark yellowish
brown with dark brown; wet; soft; with organics. (Fill)
CUML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; brown;
wet; medium stiff. (Fill)
ML - SILT with Sand; 15-25% Fine sand; low plasticity; dark yellowish
brown; wet; loose. (Fill)
CUML - SILTY CLAY; 10-15% fine to medium sand; low to medium
plasticity; dark yellowish brown with pale brown; wet; stiff. (Fill)
CL - LEAN CLAY with Sand; 20-30% fine sand; medium plasticity; brown
with pale brown; very wet; stiff. (Loess)
CL - LEAN CLAY; 10-15% tine sand; medium plasticity, brown; very wet;
medium stiff. (Loess)
CL - LEAN CLAY; 5-15% fine sand; medium plasticity; brown; wet, stiff.
(Loess)
ML - SILT; 5-15% tine sand, low plasticity; yellowish brown; wet; medium
dense. (Loess)
CUML - SILTY CLAY with Sand; 5-10% fine to coarse gravel; 15-25%
fine to coarse sand; low to medium plasticity; dark yellowish brown with
dark brown; wet; stiff; with few cobbles. (Alluvium)
CL/ML - SILTY CLAY with Sand; 5-10% fine to coarse gravel; 20-30%
fine 10 coarse sand; low to medium plasticity; yellowish brown with brown
and white; wet; stiff. (Alluvium)
SC -SM - SILTY CLAY with Sand; 5-10% One to coarse gravel; 50-60%
line to coarse sand; 35.45% fines, low to medium plasticity; brown with
dark yellowish brown and light brownish gray; wet; medium dense; with
cobbles. (Alluvium)
Straight Auger Refusal at 13.5 ft.
Boring Terminated at: 13.5ft
w
J
a
a
to
3
3
3
(6)
2
3
8
(11)
0.75'
1.5'
0.9'
1.2
•
0.75'
0.75'
0.8'
1.2'
1.5'
BORING LOG
BORING No.: B-08
SHEET 1 of 1
DATE: 5-14-2015
w
o
104.3
21.82
11
104.1
20.77
19
ad
0�
104.1
18.68
13
114.3
15.71
11
0,0 -
2.5-
5.0
.5-
5.0 -
7,5-
0.0 -
2.5 -
5.0 --
7.5-
20.0 -
' Unconfined compressive strength was estimated using a calibrated hand penetrometer. Figure C - 8
benesch
engineers • scientists • planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 " Fax: 402-479-2276
www.benesch.com
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
BORING LOG
BORING No.: B-09
SHEET 1 of 1
DATE: 5-14-2015
WATER LEVELS Q Groundwater was not encountered
0
La
til ?
Q a C7
on. 0
LITHOLOGY DESCRIPTION
J
Q
2
N
tn
c
w
1-
0
z
to
0z Z„
N°e
acu"
0
5517.6
5516.6
5515.0
BORING LOG RIFLEAIRPORTLOGS.GPJ IIWS.GDT 8119115
5513.9
5513.3
5513.2
5512.6
5511.6
5509.6
5507.6
0.0z CL - LEAN CLAY; 5-15% fine to coarse sand; medium plasticity; dark
grayish brown with brown; wet; stiff; with organics. (Fill)
1 0
2.6 -
ML - SILT; 5-15% fine sand; low plasticity; brown with dark yellowis
brown; wet; loose. (Fill)
h
91
37-
4.3
ML - SILT; 5-15% fine sand, low plasticity; dark yellowish brown; wet;
medium dense. (Fill)
CUML - SILTY CLAY with Sand; 15-20% fine sand; low to medium
plasticity; brown; wet; medium stiff to stiff. (Fill
4.4
SP -SM - POORLY GRADED SAND with Silt; 85-95% fine to medium
5 0 1 sand; 5-15% fines, nonplastic; brown; moist; loose. (Fill)
CL/ML - SILTY CLAY with Sand; 0-5% fine gravel; 15-20% fine to coarse
sand; low to medium plasticity; dark brown with dark yellowish brown;
6.0 wet, stiff. (Loess)
iovvr
7`
s
i
i
Of"IO
01,
80
10.0
ICL - LEAN CLAY; 5-15% fine sand; medium plasticity; yellowish brown
mottled with very pale brown; wet; stiff to very stiff. (Loess)
CL/ML - SILTY CLAY; 5-15% fine sand; low 10 medium plasticity;
yellowish brown mottled with very pale brown; wet; stiff. (Loess)
CLIML - SILTY CLAY with Sand; 5-10% fine to coarse gravel; 15-25%
fine to coarse sand; low to medium plasticity; yellowish brown mottled
with light gray; wet; very stiff. (Alluvium)
Boring Terminated at. 10.0f1
• Unconfined compressive strength was estimated using a calibrated hand penetrometer.
92
C
3
4
5
(9)
1.2'
1.3'
4.5'
3.25'
1.1
0.7'
1.0"
1.7'
2.0'
105.2
20.22
11
114.3
17.24
13
109.0
16.07
17
107.0
16.56
0.0 -
2.5
5.0 -
12
7.5-
0.0 -
2.5 -
5.0 -
7.5 -
20.0 -
Figure C - 9
benesch
engineers • scientists • planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 • Fax: 402-479-2276
www.benesch.com
m
a
Z
5515.4
5514.8
5513.9
5513.6
5512.9
5511.2
5510.4
BORING LOG RIFLEA1RPORTLOGS.GPJ HWS.GDT 8fl9J15
O.. Ty
C�
to
O
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT / Straight Auger
CREW: CL & JW
WATER LEVELS Groundwater was not encountered
LITHOLOGY DESCRIPTION
0.0
—�
—aac
15 C
18
25
42"
5.0
ASPHALT; 7" - thick
GP -GM - POORLY GRADED GRAVEL with Silt and Sand, 45-55% fine gravel;
35-45% fine to coarse sand; 5-15% fines, nonplastic; very dark grayish brown with
,very dark gray; moist; medium dense. (Granular Fill)
CLIML - SANDY SILTY CLAY; 5-15% tine gravel; 30-40% fine 10 coarse sand;
\low to medium plasticity; dark brown with black; wet; very stiff. (Fill)
CL/ML - SILTY CLAY with Sand; 15-20% fine sand; low to medium plasticity; dark
\yellowish brown; wet; very stiff. (Fill)
ML - SILT; 5-15% fine sand; low plasticity; dark yellowish brown with strong
brown; wet; medium stiff. (Fill)
w
a.
rn
CL - LEAN CLAY; 5-15% fine sand; medium plasticity; dark yellowish brown; wet:
stiff. (Loess)
Boring Terminated at: 5.0ft
" Unconfined compressive strength was estimated using a calibrated hand penetrometer.
cr
2.7'
1.0*
BORING LOG
BORING No.: B-10
SHEET 1 of 1
DATE: 5-14-2015
w
cc
110.6
17.05
16
0.0-
.0-
2.5-
2.5-
5.0-
5.0-
7.5
7 5 --
0.0-
2.5
5,0-
7.5 —
0.0
Figure C -10
110 b e n e s c h
engineers •scientists • planners
825 M Street, suite 100
Lincoln, NE 68508
402-479-2200 • Fax: 402-479-2276
www.benesch.com
PROJECT: Atlantic Aviation - Garfield Co. Airport BORING LOG
LOCATION: Rifle, Colorado
BORING No.: 8-11
JOB NO.: 00111195.00 SHEET 1 of 1
RIG / METHOD: CME 75HT / Straight Auger DATE: 5-14-2015
CREW: CL & JW
WATER LEVELS SZ Groundwater was not encountered
ELEV
(NAVD88)
DEPTH
(feel)
LOG
LITHOLOGY DESCRIPTION
ISAMPLE
1-
Q.
to
H
a
DRY
DENSITY
(pcf)
MOISTURE
(%)
SAND
CONTENT
(%)
DEPTH
(feet)
5515.4
5515.0
5513.4
5512.8
5512.4
5511.7
5511.4
5511.1
5510.4
5506.9
5505.4
a
9
5
ri
J
D
a
0.0
0.5
2.0
-
1
9
(14)
2
4
9
(13)
1.8'
2.2'
2.8"
2.0'
0.0-
-
-
-
2.5-
-
ASPHALT; 5.5" - thick
ML - SILT; 5-15% fine sand; low plasticity; dark yellowish brown with
yellowish brown and dark brown; wet; loose. (Fill)5
2.6
3 0
4
CL - LEAN CLAY; 5-10% fine sand; medium plasticity; brown; very wet to
saturated; medium stiff. (Fill)
111
r s
CUCH - LEAN TO FAT CLAY; 0-5% fine sand; medium to high plasticity;
3.7
4.0
r
brown; wet; stiff. (Fill)
106.4
14.07
7
-
,
%////.
�����/
CL - LEAN CLAY; 5-10% fine sand; medium plasticity; brown; wet; stiff.
(Loess) r
-
-
5.0 -
-
7 5 -~
-
-
10.0 -
12.5 -
-n
15.0 -
_
-
17.5 -
-
20.0 -
4.3
5.0
8.5
1//I/I
0000
j
•
j%
CUML - SILTY CLAY; 5-10% fine sand; low to medium plasticity;
ellowish brown; wet; stiff. (Loess)
11111/
ow",
0000,4$
CL - LEAN CLAY; 5-10% fine sand; medium plasticity; yellowish brown;
P Y
wet; stiff. (Loess)
111111
111111
111111
%%
M
CUML - SILTY CLAY: 5-15% fine sand; low to medium plasticity; dark
etlowish brown mottled with yellowish brown; wet; stiff. (Loess)
11//11
POO
/1111/
0000
1/////
1/1/11
/111/1
ieioi•
111111
1111//
111111
11/N/
��ii��
CUML - SILTY CLAY; 5-15% fine sand; low to medium plasticity; dark
yellowish brown mottled with pale brown; wet; very stiff. (Loess)
10.0
ML - SILT; 5-15% fine sand; low plasticity; brown slightly mottled with
pale brown; wet; medium dense. (Loess)
Boring Terminated at: 10.0ft
" Unconfined compressive strength was estimated using a calibrated hand penetrometer.
gure-
benesch
engineers • scientists -planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200 ' Fax: 402-479-2276
www.benesch.com
�0
w?
5514.4
5513.7
5513.4
5512.9
5509.4
BORING LOG RIFLEAIRPORTLOGS.GPJ HWS.GDT 8119115
o15
ma.
0.0
08
1.0
15
iS
O
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG 1 METHOD: CME 75HT / Straight Auger
CREW: CL & JW
BORING LOG
BORING No.: B-12
SHEET 1 of 1
DATE: 5-14-2015
WATER LEVELS Q Groundwater was not encountered
LITHOLOGY DESCRIPTION
ASPHALT; 9" - thick
5.0
SP -SM - POORLY GRADED SAND with Silt and Gravel; 35-45% rine gravel; 40-
\ 50% tine to coarse sand; 5-15% fines, nonplastic; dark yellowish brown; moist;
j medium dense. (Granular Fill)
CL - LEAN CLAY; 5-15% fine sand; medium plasticity; dark yellowish brown; wet;
stiff. (FiI1)
ML - SILT; 5-15% fine sand; low plasticity; brown slightly mottled with very pale
brown; wet; loose to medium dense. (Loess)
w
a
a
to
Boring Terminated at: 5.0ft
4.5+•
2.25'
2.25'
3.0*
w
cc
1-
CCw�
oo8
1-
z
w
zz.—
r4r1U
116.8
14.58
10
103.6
18.75
9
ad
0
0.0 —
2.5 —
5.0 —
7,5 —
0.0 —
2.5 —
5.0 —
7.5
20.0 —
" Unconfined compressive strength was estimated using a calibrated hand penetrometer. Figure C - 12
benesch
engineers • scientists • planners
825 M Street, Suite 100
Lincoln, NE 68508
402-479-2200' Fax: 402-479-2276
www.benesch.com
m
0
w?
5517.4
5516.7
5515.4
5513.9
5512.9
5512.4
BORING LOG RIFLEAIRPORTLOGS.GPJ I-IWS.GDT 819115
I;
0 cu
0.0
0.7
20
0
0
PROJECT: Atlantic Aviation - Garfield Co. Airport
LOCATION: Rifle, Colorado
JOB NO.: 00111195.00
RIG / METHOD: CME 75HT I Straight Auger
CREW: CL & JW
WATER LEVELS Q Groundwater was not encountered
LITHOLOGY DESCRIPTION
BORING LOG
BORING No.: B-13
SHEET 1 of 1
DATE: 5-14-2015
lir
ASPHALT; 8- - thick
SP -SM - POORLY GRADED SAND with Silt and Gravel, 35-45% fine gravel; 40-50% line to coarse sand;
5-15% fines, nonplastic; dark yellowish brown; moist; medium dense. (Granular Fill)
35
45
;0C
Jot.
5.0 xl
GP -GM - POORLY GRADED GRAVEL with Silt and Sand; 60-70% fine to coarse gravel; 20-30% fine to
coarse sand; 5.15% fines, nonplastic; dark grayish brown with dark yellowish brown; dense; trace of
cobbles. (Granular Fill)
GP -GM - POORLY GRADED GRAVEL with Silt and Sand; 50-60% line to coarse gravel; 35-45% fine to
coarse sand; 5-15% fines, nonplastic; dark grayish brown with dark yellowish brown; moist; dense; trace
of cobbles. (Granular Fill)
CL/ML - SILTY CLAY; 5-10% fine sand; low to medium plasticity; dark yellowish brown slightly mottled
\with very pale brown; wet; stiff. (Loess)
Boring Terminated at: 5.0ft
w
0.
a
a-
rn
7
9
6 -
(15) 50—
F --di
ea
o`
0.0
2.5-
.5-
7.5-
7.5-
10.0 —
10.0-
2.5 —
25-
5.0
5.0 —
7.5 —
0.0 —
Figure C - 13
APPENDIX D. CRITERIA USED FOR SOIL CLASSIFICATION
COARSE
GRAINED
SOILS
MORE THAN 50%
OF MATERIALS
LARGER THAN
NO. 200 SIEVE
SIZE
USCS SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
GRAVEL
AND
GRAVELLY
SOILS
MORE THAN 50%
OF COARSE
FRACTION
RETAINED ON
NO. 4 SIEVE
CLEAN
GRAVELS
(LESS THAN 5% FINES)
SAND
AND
SANDY
SOILS
MORE THAN 50%
OF COARSE
FRACTION
PASSING ON
NO. 4 SIEVE
GRAVELS WITH
FINES
(MORE THAN
12% FINES)
SYMBOLS
GRAPH LETTER
CLEAN SANDS
(LESS THAN 5% FINES)
SANDS WITH
FINES
(MORE THAN
12% FINES)
TYPICAL
DESCRIPTIONS
GW WELL -GRADED GRAVEL
GP POORLY -GRADED GRAVEL
GM
GC
SILTY GRAVEL
(LOW PLASTIC FINES)
CLAYEY GRAVEL
(MEDIUM TO HIGH PLASTIC FINES)
SW WELL -GRADED SAND
SP
SM
POORLY -GRADED SAND
SILTY SAND
(LOW PLASTIC FINES)
SC
CLAYEY SAND
(MEDIUM TO HIGH PLASTIC FINES)
FINE
GRAINED
SOILS
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
SIZE
SILTS
AND
CLAYS
LIQUID LIMIT
LESS THAN 50
ML
SILT {O-15% SAND)
SILT WITH SAND {15.30'% SAND)
SANDY SILT (30-50% SAND)
1,0
eL
LEAN CLAY (0-1S% SAND)
LEAN CLAY WITH SAND (15.30%SAND)
SANDY LEAN CLAY (30-50% SAND)
OL
ORGANIC SILTS AND LEAN CLAYS
SILTS
AND
CLAYS
LIQUID LIMIT
GREATER THAN 50
HIGHLY ORGANIC SOILS
MH
ELASTIC SILT (0-15% SAND)
ELASTIC 5ILT WITH SAND (15.30% SAND)
SANDY ELASTIC SILT (30-50% SAND)
CH
OH
FAT CLAY 10-15% SAND)
FAT QAY WITH SAND (15-30% SAND)
SANDY FAT CLAY (30.50% SAND)
ORGANIC ELASTIC SILTS AND FAT CLAYS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERUNESOIL CLASS.FICATIONS
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
Description
GENERAL NOTES
CRITERIA FOR DESCRIBING CLAY 50I1S
MOISTURE CONDITION
Criteria
Dry
Moist
Wet
Saturated
Absence of moisture, dusty,
dry to touch.
Damp, slightly wet, moisture
content below plastic limit.
Moisture content above the
plastic limit.
Very wet. Usually soil is
below the water table.
Description
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
CONSISTENCY
Penetration Resistance, N6o (blows/ft)1
Less than 3
3 to 4
5 to 8
9 to 16
16 to 32
Greater than 32
CRITERIA FOR DESCRIBING GRANULAR SOILS
MOISTURE CONDITION DENSITY
Description Criteria Description Penetration Resistance, N60 (blows/ft}1
Dry
Moist
Wet
Saturated
Description
Very Soft
Soft
Moderately Soft
Moderately Hard
Hard
Very l lard
Absence of moisture, dry to
the touch.
Damp but no visible free
water.
Visible free water.
Usually soil is below water
table.
Very Loose
Loose
Medium Dense
Dense
Very Dense
Less than 5
5 to 10
11 to 30
31 to 50
Greater than 50
CRITERIA FOR DESCRIBING ROCK
STRENGTH/HARDNESS
Criteria
Permits denting by moderate pressure of the fingers.
Resists denting by the fingers, but can be abraded and pierced to a shallow depth by a
pencil point.
Resists a pencil point, but can be scratched and cut with a knife blade.
Resistant to abrasion or cutting by a knife blade. but can be easily dented or broken by
light blows ofa hammer.
Can be deformed or broken by repeated moderate hammer blows.
Can be broken only by heavy, and in some rocks. repeated hammer blows.
Blow counts shown on the boring Togs are those recorded directly in the field and have not been corrected for hammer efficiency.
The boring log blow counts must be corrected to an equivalent hammer efficiency of 60°0 in order to use the criteria in this table.
ROCK QUALITY DESIGNATION (RQD)
This is a general method by which the quality of the rock at a site is obtained based on the relative amount of
fracturing and alteration.
The Rock Quality Designation (RQD) is based on a modified core recovery procedure that, in turn, is based
indirectly on the number of fractures (except those due directly to drilling operations) and the amount of
softening or alteration in the rock mass as observed in the rock cores from a drill hole. Instead of counting the
fractures, an indirect measure is obtained by summing the total length of core recovered by counting only those
pieces of hard and sound core which are 4 inches or greater in length. The ratio of this modified core recovery
length to the total core run length is known as the RQD.
An example is given below from a core run of 60 inches. For this particular case, the total core recovery is 50
inches yielding a core recovery of 83 percent. On the modified basis, only 38 inches are counted the RQD is
63 percent.
CORE MODIFIED CORE
RECOVERY, in RECOVERY, in
10 10
2
2
3
4 4
5 5
3
4 4
6 6
4 4
2
5 5
50 38
°o Core Recovery = 50/60 - 83%; RQD 38/60 = 63%
A general description of the rock quality can be made for the RQD value as follows:
DESCRIPTION OF ROCK
RQD QUALITY
0 — 25 Very Poor
25 — 50 Poor
50 — 75 Fair
75 -- 90 Good
90 — 100 Excellent
APPENDIX E. CONSOLIDATION TEST REPORTS
1]
Id benesch
engineers • scientists • planners
825 M Street, Suite 100
Lincoln, NE 68508
(402) 479-2200
www.benesch.com
CONSOLIDATION TEST
ASTM D2435
Project: Garfield County Airport - Rifle, CO
Boring No.: B-5 T-52 Depth: 5.9'-6.4'
Type of Specimen: 3" Shelby Tube
Remarks: Saturated Test
Project No.: 00111195.00
Lab No.: 36629
Date: 5/27/2015
Classification: ML
Initial Saturation: 67.0 Overburden Pressure: 0.36 ton/ft2
Final Saturation: 100.0 % Preconsolidation Pressure: 1.9 ton/ft!
Initial Dry Density: 96.6 Ib/ft3 Compression Index: 0.22
Initial Water Content: 18.5 % Recompression Index: 0.014
Liquid Limit:
Plastic Limit:
Plasticity Index:
Specific Gravity:
Initial Void Ratio:
Final Void Ratio:
2.70
0.74
0.54
0.76
0.72
0.68
0.64
0.60
G 0.56
7 0.52
0.48
0.44
0.40
0.36
0.32
Pressure, ton/ft2
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0011119500-Con•B05-061--N36629
0.2 0.3 0.5
1 2 3
5
10
20 32
8/27/2015
14 benesch
engineers • scientists • planners
825 M Street, Suite 100
Lincoln, NE 68508
(402) 479-2200
www.benesch.com
CONSOLIDATION TEST
ASTM 02435
Project: Garfield County Airport - Rifle, CO
Boring No.: B-8 T-82 Depth: 5.4'-5.8'
Type of Specimen: 311 Shelby Tube
Remarks: Saturated Test
Project No.: 00111195.00
Lab No.: 36637
Date: 5/27/2015
Classification: CL
Initial Saturation:
Final Saturation:
Initial Dry Density:
Initial Water Content:
87.7
100.0 %
106.1 lb/f°
19.1 %
Liquid Limit: 30
Plastic Limit: 15
Plasticity Index: 15
Overburden Pressure:
Preconsolidation Pressure:
Compression Index:
Recompression Index:
Specific Gravity:
Initial Void Ratio:
Final Void Ratio:
0.35 ton/ft2
1.2 ton/ft2
0.18
0.021
2.70
0.59
0.41
0.60
0.56
0.52
0.48
0.44
O 0.40
0 0.36
0.32
0.28
0.24
0.20
0.16
Pressure, ton/ft2
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00111195 00 Con -B08 056 LN36637
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6/27/2015
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APPENDIX F. UNCONFINED COMPRESSION TEST REPORTS
825 M Street, Suite 100
benesch Lincoln, NE 68508
(402) 479 2200
engineers • scientists • planners www.benesch.com
UNCONFINED COMPRESSION TEST
ASTM Designation: 02166
Project: Garfield County Airport, Rifle, Colorado Project No.: 00111195.00
Boring No.: B-5 Depth: 1.5'-2.1' Lab No.: 36628
Type of Specimen: 3" Tube Humidity During Trimming:
Remarks: _ Classification: ML
SAMPLE INFORMATION
Wet Unit Wt (Ib/ft3)
Dry Unit Wt (Ib/ft3)
Water Content (%)
Saturation (%)
Length/Diameter
Average Strain Rate (%/min)
Strain at failure
128.0
107.0
19.7
93.6
1.96
0.058
3.9%
Unconfined Compressive Strength
lbs/int 21.6
tons/ft2 1.6
25.0
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825 M Street, Suite 100
be n e s c h Lincoln, NE 68508 (402) 479-2200 UNCONFINED COMPRESSION TEST
engineers • scientists • planners ASTM Designation: D2166
www.benesch.com
Project: Garfield County Airport, Rifle, Colorado Project No.: 00111195.00
Boring No.: B-6 Depth: 7.5'-8.2' Lab No.: 36631
Type of Specimen: 3" Tube Humidity During Trimming:
Remarks: Classification: CL/ML
SAMPLE INFORMATION
Wet Unit Wt (Ib/ft3) 114.5
Dry Unit Wt (Ib/ft3) 97.6
Water Content (%) 17.3
Saturation (%) 64.9
Length/Diameter 1.96
Average Strain Rate (%/min) 0.058
Strain at failure 1.1%
Unconfined Compressive Strength
lbs/int 10.5
tons/ft2 0.8
12.0
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4.0
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2.0
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2.0%
2.5%
Y' ti_incoln111110M111195 001LaboratorylUnc100111195-00-Unc•B06.078-1N36631 6±3/2015
825 M Street, Suite 100
benesch Lincoln, NE 68508
(402)479-2200
engineers • scientists • planners www.benesch.cam
UNCONFINED COMPRESSION TEST
ASTM Designation: D2166
Project: Garfield County Airport, Rifle, Colorado
Boring No.: B-8
Type of Specimen: 3" Tube
Remarks:
Depth: 2.2'-2.8'
Project No.: 00111195.00
Lab No.: 36636
Humidity During Trimming:
Classification: ML
SAMPLE INFORMATION
Wet Unit Wt (Ib/ft3)
Dry Unit Wt (lb/ft)
Water Content (%)
Saturation (%)
Length/Diameter
Average Strain Rate (%/min)
Strain at failure
127.4
105.6
20.7
94.9
1.96
0.058
7.6%
Unconfined Compressive Strength
lbs/int 11.1
tons/ft2 0.8
Stress (lbs/int)
12.0
10.0
8.0
6.0
4.0
2.0
0.0
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8.0%
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Y: 1Lincoln1111100S1111195.001Laboratory\Unc100111195-00 Unc-B08 025-LN36636 6/312015
APPENDIX G. HANGAR RAMP PAVEMENT DESIGN FLEET MIX
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