APPENDIX A - Preliminary Soils Information Package.pdf

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REPORT NUMBER

REPORT DATE SEND TO ISSUE DATE

RECEIVED DATE

17-101-4192 v2 Apr 11, 2017 12985 Apr 11, 2017

Mar 31, 2017

REPORT OF ANALYSIS

For: (12985) TERRACON INC

TERRACON INC

BUCKLEY AFB

SCOTT GREGORY

SBIRS ADDITION PROJECT

15080 A CIR

05171057

OMAHA NE 68144-

The result(s) issued on this report only reflect the analysis of the sample(s) submitted.

Level Found Reporting Analyst- Verified-

Analysis As Received Units Limit Method Date Date

Sample ID: BU16-13 D-3 3.0-4.5 Lab Number: 2651614

Sulfate 18 mg/L 5 EPA 300.0 mgn8-2017/04/08 cmw2-2017/04/11

Resistivity 649 ohm/cm 0.1 SM 2510 B-(1997) cmw2-2017/04/11 cmw2-2017/04/11 pH 7.96 S.U. 0.10 SM 4500-H+ B-(2011) jsa6-2017/04/10 cmw2-2017/04/11

Conductivity 1540 µS/cm 2 SM 2510 B-(1997) jsa6-2017/04/10 cmw2-2017/04/11

Sample ID: BU16-14 D-2 3.0-4.5 Lab Number: 2651615

Sulfate 17 mg/L 5 EPA 300.0 mgn8-2017/04/08 cmw2-2017/04/11

Resistivity 460 ohm/cm 0.1 SM 2510 B-(1997) cmw2-2017/04/11 cmw2-2017/04/11 pH 8.04 S.U. 0.10 SM 4500-H+ B-(2011) jsa6-2017/04/10 cmw2-2017/04/11

Conductivity 2170 µS/cm 2 SM 2510 B-(1997) jsa6-2017/04/07 cmw2-2017/04/11

Sample ID: BU16-15 D-3 5.5-7.0 Lab Number: 2651616

Sample ID: BU16-17 D-3 5.5-7.0 Lab Number: 2651617

Sulfate 47 mg/L 5 EPA 300.0 mgn8-2017/04/08 cmw2-2017/04/11

Resistivity 707 ohm/cm 0.1 SM 2510 B-(1997) cmw2-2017/04/11 cmw2-2017/04/11 pH 8.24 S.U. 0.10 SM 4500-H+ B-(2011) jsa6-2017/04/10 cmw2-2017/04/11

Conductivity 1420 µS/cm 2 SM 2510 B-(1997) jsa6-2017/04/07 cmw2-2017/04/11

PAGE 1/4

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Level Found Reporting Analyst- Verified-

Analysis As Received Units Limit Method Date Date

All analytes were run on a saturated paste extract of the original sample.

This report was reissued on 2017-04-11 15:51:14 by hlr3 for the following reason:

adjusted samples reported.

All results are reported on an AS RECEIVED basis.

For questions please contact:

Heather Ramig Account Manager heather.ramig@midwestlabs.com (402)829-9891

PAGE 2/4

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Detailed Method Description(s)

EPA 300.0 ion chromatography

Analysis follows MWL ENV 001 which follows EPA 300.0. Aqueous samples or aqueous extracts are injected into the IC instrument where the ions are separated by a column. As the ions elute from the column, they are measured by a conductivity detector and reported.

Specific Conductance

Sample analysis follows MWL EN 002 which is based on Standard Methods (SM) 2510 B. Aqueous samples or slurries are placed in a small vessel and allowed to equilibrate. A self-contained conductivity meter and probe is calibrated and the probe used to measure the electrical conductivity of the sample.

pH

Sample analysis follows MWL EN 003 which is based on Standard Methods (SM) 4500-H B. Aqueous samples (>20% volume) are allowed to equilibrate at room temperature. A pH meter and probe is calibrated and used to measure the hydronium concentration (pH) of the solution.

PAGE 3/4

Moisture Content D 2216 Terracon

Job Name: Buckley AFB SBIRS Addition Project Job Number: 05171057

Boring: BU16-13 BU16-13 BU16-13 BU16-14 BU16-14 BU16-14 Sample: D-1 D-2 D-3 D-1 D-2 D-3 Depth: 0.5'-0.8' 0.8'-1.5' 3.0'-4.5' 0.5'-2.0' 3.0'-4.5' 5.5'-6.8' Tare No. J21 C44 O 1B B21 J16 Wet Soil 5.98 30.22 31.41 12.31 6.59 17.58 Dry Soil 5.40 25.97 26.38 10.25 5.73 14.78 Tare 1.29 1.30 1.33 1.27 1.33 1.26 % H2O 14.1 17.2 20.1 22.9 19.5 20.7

Boring: BU16-15 BU16-15 BU16-15 BU16-16 BU16-16 BU16-16 Sample: D-1 D-2 D-3 D-1 D-2 D-3 Depth: 0.5'-2.0' 3.0'-4.5' 5.5'-7.0' 0.5'-2.0' 3.0'-4.5' 5.5'-7.0' Tare No. B-17 5 A3 10 F7 D15 Wet Soil 47.01 26.07 42.00 30.14 15.61 23.15 Dry Soil 37.99 22.31 35.37 24.37 13.50 19.78 Tare 1.33 1.29 1.30 1.26 1.27 1.26 % H2O 24.6 17.9 19.5 25.0 17.3 18.2

Boring: BU16-17 BU16-17 BU16-17 Sample: D-1 D-2 D-3 Depth: 0.5'-2.0' 3.0'-4.5' 5.5'-7.0' Tare No. 14 K C13 Wet Soil 41.38 29.70 33.92 Dry Soil 34.96 25.17 28.50 Tare 1.26 1.31 1.25 % H2O 19.1 19.0 19.9

PRELIMINARY SOILS INFORMATION REPORT

SPACE BASED INFRARED SYSTEM (SBIRS)

BUCKLEY AIR FORCE BASE, COLORADO

JUNE, 2017

CONTENTS

1. Scope

2. Subsurface Investigation

2.1. General

2.2. Standard Penetration Tests

2.3. Disturbed Sampling

3. Site Conditions

3.1. General Geology

3.2. Site-Specific Geology

3.3. Ground Water

3.4. Seismic Evaluation

4. Previous Practice

4.1. General

4.2. Foundations

4.3. Floor Slabs

4.4. Pavements

4.5. Cementing Properties

4.6. Corrosion Potential

PRELIMINARY SOILS INFORMATION REPORT

SPACE BASED INFRARED SYSTEMS (SBIRS) PROJECT

BUCKLEY AIR FORCE BASE, COLORADO

June, 2017

1. Scope

This report provides preliminary soils information for the Space Based Infrared System (SBIRS) project at Buckley Air Force Base, Colorado. The results of a limited subsurface investigation, and laboratory testing of soil samples obtained, as well as information from previous investigations performed at the installation are described. The Contractor is responsible for determining whether the information contained herein is sufficient for all aspects of their design, as well as for obtaining any additional site-specific surface and subsurface information on which their design is based.

The investigation was conducted using the site plan that existed at the time;

the Contractor is responsible for determining whether any site plan changes that occur are significant enough to require obtaining additional information.

2. Subsurface Investigation

2.1. General

The subsurface investigation was conducted by a US Army Corps of Engineers, Omaha District, drill crew from 14-16 February, 2017. The project is located in a high security area adjacent to and south of the existing SBIRS complex at Buckley Air Force Base.

Five borings, BU16-13 to BU16-17, were drilled within the proposed building footprint, a sixth, BU16-18, was drilled outside of the fence at the site of a proposed paved drive-through to the west of the main site. Coordinates and borehole depths are shown in Table 1.

Table 1: Boring Depths and Location

Boring No. Depth (ft) Latitude1

N Longitude1

W

BU16-13 20 39.714636 -104.776312

BU16-14 20 39.714636 -104.775720

BU16-15 15 39.714636 -104.775101

BU16-16 20 39.714359 -104.775974

BU16-17 20 39.714358 -104.774896

BU16-18 10 39.714859 -104.781223

1 From GPS with accuracy of +/- 9 feet

Boring locations were selected by the project engineer and staked by Buckley AFB personnel prior to the initiation of field work. All of the borings were drilled at the staked locations and were cleared for digging prior to intrusive activities.

All soil borings were drilled using a Gus Pech 1100C drill rig equipped with 4.25-inch inner diameter hollow-stem augers (HSAs). No fluids were required during drilling. Refusal was not encountered in any of the borings and all borings were completed to the prescribed depths. Data collected during drilling included logging material types and thicknesses from samples collected using a combination of a two-foot-long split-spoon sampler and cuttings.

Borings were advanced with a center bit between sampling intervals and material was logged using a combination of drill cuttings from around the augers and observations regarding drill rig action in between the sampling intervals.

2.2. Standard Penetration Tests

Data collected during drilling included SPTs at 2.5-foot intervals to 15 feet then at 5-foot intervals to the bottom of the boring. Standard penetration tests were performed by dropping a 140-pound hammer a distance of 30 inches to advance a two-inch-outside-diameter split spoon in accordance with ASTM D 1586- 11, “Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils.” Calibration was conducted on all USACE, Omaha District drill rigs automatic SPT hammers by the Bureau of Reclamation in June 2015.

The Energy Transfer Rate (ETR) is the energy that the automatic hammer transfers to the drill rods and can be used to correct blow count (N) values to a standardized energy. The recommended ETR for the Gus Pech 1100C drill rig is 83%. In calculating the rod length for corrected blow counts, an additional five feet should be added to the depth below ground surface.

2.3. Disturbed Sampling

Representative disturbed samples were collected from each split spoon (or SPT interval). If a change in material occurred within a split-spoon drive, a representative sample of each material encountered was collected and the material was placed in separate sample jars (e.g., if the material changed from an SP to an SM or if the grain size changed significantly). Disturbed samples were placed in pint jars sealed with three wraps of electrical tape.

In addition to the jar samples from the SPT intervals, bulk samples were also collected from two of the borings. Bulk samples were obtained from auger cuttings at 2 to 6 feet bgs. Two five-gallon buckets were collected for each of the samples.

3. Site Conditions

3.1. General Geology

An asymmetrical syncline of Phanerozoic rock forming a depression on the eastern flank of the Rockies from Colorado Springs to Wyoming, and extending east into Nebraska and Kansas is known as the Denver Basin. Rivers carrying sediment out of the Rockies fill the basin with fluvial sediment, paludal deposits, alluvial fans, and other sediment.

The Paleocene sediment at Buckley Air Force Base is the Denver Formation, which is composed predominantly of clays, silts, and sands. The Denver Formation sits unconformitably atop the Upper Cretaceous Laramide Formation and is approximately 1250 feet thick at Buckley Air Force Base (Barkmann et al, 2011).

Quaternary alluvium or aeolian loess may lie unconformitably atop the Denver Formation.

3.2. Site-Specific Geology

Based on the drilling logs, the geologic conditions encountered in the borings advanced for this investigation are consistent with the regional geology discussion presented above. Thick layers of sand and gravel observed at nearby Site 4 were not observed at the SBIRS site. The top 7.5 feet of soil is primarily lean clay (CL)/ lean clay with sand (CL)s / or sandy lean clay s(CL).

An exception to this was less than 1 foot of silty sand (SM) at the surface in BU16-3 and less than a foot of silty sand (SM) between 6.8 and 7.5 feet bgs in boring BU16-14. Another exception was noted in BU16-17 where the top of the soil sequence was lean clay (CL) with sand changing to clayey sand (SC) below

2.5 feet. These upper layers of lean clays are mostly stiff, with a range from medium stiff to very stiff and an average N of 11.

At approximately 7.5 feet depth the soil generally increases in sand content.

In borings BU16-16 and BU16-17 the sand increase occurred at 2.5 feet bgs. At 13-14 feet depth, borings BU16-16 and BU16-17 have a poorly-graded sand stringer, possibly a paleo river channel.

3.3. Ground Water

Groundwater was not encountered in any of the borings completed for this investigation. It should be noted that this drilling effort occurred in February, when water levels are typically low. Groundwater levels will fluctuate over time due to seasonal variances. Collapse depths for the 20-foot borings were around 7-8 feet bgs for the borings which collapsed (BU16-13 and BU16-15); the 10-foot boring (BU16-18) collapsed at 4.9 feet bgs. These collapse depths are unlikely to be related to groundwater.

3.4. Seismic Evaluation

In reference to the American Society of Civil Engineers (2013) “Minimum Design Loads for Buildings and other Structures (ASCE 7-10),” the Department of Defense (DoD) “Unified Facilities Criteria (UFC) Seismic Design for Buildings (UFC 3-310-04) dated 20 June 2016, and the International Building Code (IBC) 2012, Buckley AFB has a 0.2-second spectral response acceleration (Ss) of 0.192 g and a 1.0-second spectral response acceleration (S1) of 0.055 g.

These accelerations are interpolated from 1:5,000,000 scale maps prepared by the U.S. Geological Survey (USGS), the Building Seismic Safety Council (BSSC), and the ASCE 7 Seismic Subcommittee for 0.2-second spectral response acceleration (5% critical damping), Site Class D, and 1.0-second spectral response acceleration (5% critical damping), Site Class D, respectively. These accelerations were confirmed by using the USGS Seismic Design Maps web-based tool available at http://earthquake.usgs.gov/hazards/designmaps/usdesign.php

(2015 NEHRP).

For all structures located within regions of the maps having Ss values greater than 0.15 g, or values of S1 greater than 0.04 g, the spectral response accelerations taken from these maps must be adjusted for site class effects http://earthquake.usgs.gov/hazards/designmaps/usdesign.php%20(2015 http://earthquake.usgs.gov/hazards/designmaps/usdesign.php%20(2015 using coefficients provided in the aforementioned guidance. Chapter 20 of ASCE 7-10, Site Classification, provides six site classes, Class A through Class F, which are defined on various geotechnical parameters (shear wave velocity, standard penetration resistance, or undrained shear strength). For this investigation, shear wave velocity and undrained shear strength were not determined. Therefore, the site classification is based on standard penetration resistance (i.e., SPT blow counts). For design purposes, the reference site condition for this project is taken as site class D. This is based on the limited standard penetration resistance (ASTM D 1586) data (2 soil borings greater than 10 feet) collected during this investigation.

The state of Colorado has exhibited a low to moderate frequency of earthquakes in historic time. A Site Class D is used here for the following reason.

Table 3-1 of TI 809-04 defines a site class D site as having an average standard penetration resistance (Ν ) of 15-50 for the top 100 feet of the site profile. Chapter 3 of FEMA 450 defines Ν as the average standard penetration resistance for the top 100 ft of a soil profile. Site class D is used here because the Ν value for the site is 10.26. Although the average N value (Ν ) for this investigation is less than 15, which would suggest a Site Class E, a Site Class D is considered appropriate for the following reason.

The lower blow count material (N<15) exists in the upper 20 feet predominantly in the upper 10 feet of the overburden material. Other borings drilled at several other sites at Buckley AFB show very low blow counts within the top 20 feet of the overburden material and the material from 20 feet bgs to the top of bedrock (varies 30-55 ft bgs) shows N values over 15. Site Class E is defined as having an Ν <15 for the top 100 feet of the soil profile. It is assumed the lower blow count material is limited to the upper 20 feet, the higher blow count material observed in borings from other sites at Buckley AFB encountered below 20 feet will continue with depth, and bedrock will be encountered shallower than 100 feet, resulting in an overall Ν above 15 for the entire soil profile.

The adjusted maximum considered earthquake spectral response acceleration parameters (USGS values) using the site class D response coefficients (for Ss <

0.25 and S1 < 0.10) are: The short-period spectral acceleration (SMS = FaSS) is (1.6 x 0.192) = 0.308. The 1-second period spectral acceleration (SM1 = FvS1) is (2.4 x 0.055) = 0.132.

Table 2: Summary of Seismic Design Parameters

Site Location N (blows/ft)

Site Class

PGA

(g)

Ss (g)

S1

(g) Fa Fv SMS SM1

SBIRS, Buckley AFB 10.26 D 0.103 0.192 0.055 1.6 2.4 0.308 0.132

4. Previous Practice

4.1. General

Soils encountered in the borings are described on the boring logs. Of the soils present at the boring sites the near-surface clay layer has the greatest potential for possessing unfavorable engineering properties and should be evaluated as to its suitability for use as fill and backfill. Clay soils at Buckley AFB have demonstrated a potential for volume change with the gain or loss of moisture.

4.2. Foundations

Existing building foundations at the installation consist of both conventional spread footings, often on a layer of engineered non-expansive fill, and drilled piers. The site-specific conditions and the sensitivity of the structures to movement dictate which system is used. The depth of over-excavation and replacement of material required to mitigate structural movement is in some instances not as cost-effective as utilizing a deep foundation with isolated floor slabs. The Contractor is responsible for determining the suitable foundation type and site preparation procedures require for their design. Typical allowable foundation loading for native soil is 2000 to 2500 psf, with up to 3000 psf allowed for footings bearing on engineered fill. Settlement typically dictates the maximum loading. Drilled piers bearing in relatively unweathered shale bedrock typically use an end-bearing pressure of approximately 30,000 psf and a sidewall friction loading of 10% of the end-bearing value. Uplift force resistance is typically calculated based on 75% of the vertically downward sidewall friction value.

The Contractor shall determine the allowable foundation loads based on their analysis, and whether additional site investigations are required for this analysis.

4.3. Floor Slabs

Slab on grade floors bearing directly on clay subgrade are not recommended.

Floor slabs bearing on a layer of non-expansive engineered fill have been utilized at the installation in areas with clay subgrade. The contractor must verify and account for the engineering properties, including expansion and collapse potential, of clay soils if slab-on-grade floors are to be used. If a deep foundation is used, floor slabs are typically structurally supported and isolated from the subgrade.

4.4. Pavements

Soils underlying pavement are predominantly lean clays or sandy lean clay (CL). Based on the performance of existing pavements in the area, conventional subgrade preparation and pavement design is anticipated, however the soils may be sensitive to moisture content for compaction. The Contractor is responsible for verifying subgrade conditions for design and construction.

4.5. Cementing Properties

Sulfate ion content tests were performed on three representative soil samples.

Tests results are included with the report and measured less than 0.1 percent.

Due to the potential for alkali-aggregate reactivity within the boundaries of the Omaha District, cement meeting the optional chemical requirements for low alkali cement on Table 2, ASTM C 150 will also be specified for all concrete.

The Resource Conservation Recovery Act (RCRA) mandates, where possible, all concrete specifications will also include the option to use pozzolan as a partial replacement for Portland cement.

4.6. Corrosion Potential

Soil resistivity tests were performed on three representative soil samples.

Test results are included with the report and measured below 2000 ohm-cm. A severe corrosion potential is anticipated. Soil pH measured between 7.96 and

8.24 for the tested samples from this investigation.

SPACE BASED INFRARED SYSTEM (SBIRS)

SPACE BASED INFRARED SYSTEMS (SBIRS) PROJECT

1. Scope

2. Subsurface Investigation

2.1. General

2.2. Standard Penetration Tests

2.3. Disturbed Sampling

3. Site Conditions

3.1. General Geology

3.2. Site-Specific Geology

3.3. Ground Water

3.4. Seismic Evaluation

4. Previous Practice

4.1. General

4.2. Foundations

4.3. Floor Slabs

4.4. Pavements

4.5. Cementing Properties

4.6. Corrosion Potential

BEARING

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

3. DRILLING AGENCY

10. SIZE AND TYPE OF BIT

4. NAME OF DRILLER

OF SHEETS3

9. COORDINATE SYSTEM

2/14/172/14/17

2. HOLE NUMBER

INCLINED

Depth Groundwater Encountered

1. PROJECT

DISTURBED

COMPLETED

Buckley AFB

DIVISION

USACE, Omaha District

4 1/4" ID HSA

16. ELEVATION TOP OF BORING---

20 ft

BU16-13

DRILLING LOG

14. ELEVATION GROUND WATER

Gus Pech 1100C

18. SIGNATURE AND TITLE OF INSPECTOR

DEG FROM

VERTICAL

LOCATION COORDINATES

5. DIRECTION OF BORING

15. DATE BORING

STARTEDVERTICAL

UNDISTURBED

Robert Zygowicz Geologist

Hole collapsed at 7.3 feet bgs after augers removed.

Static Water Level

11. MANUFACTURER'S DESIGNATION OF DRILL

N/A

CENWO-NWO

INSTALLATION SHEET

HORIZONTAL

13. TOTAL NUMBER CORE BOXES

Kirk Thomas

12. TOTAL SAMPLES

Buckley Space-Based Infrared System (SBIR)

17. TOTAL CORE RECOVERY FOR BORING

SCALE:LOCATION SKETCH/COMMENTS

Buckley Space-Based Infrared System (SBIR) Buckley AFB, Aurora, Colorado

PROJECT HOLE NO

BU16-13

SHEET 1 of 3

Boring Designation BU16-13

NWO FORM 1836-A

DEC 10

0.8

5.0

7.5

Silty sand (SM) loose, moist, brown to yellow, fine grained, with silt, tr% cla.

Lean clay with sand ((CL)s) medium plasticity, stiff, moist, brown to gray, with fine sand, trace mica, iron oxide and manganese staining.

Sandy lean clay (s(CL)) low to medium plasticity, stiff, damp, brown to gray, little fine sand, trace silt.

Clayey sand (SC) damp, brown to gray, fine sand, trace silt.

Drove spoon thru coarse gravel or cobble at 6.0 feet.

D-1, 0.5' - 0.8'

D-2, 0.8' - 1.5'

D-3, 3' - 4.5'

D-4, 5.5' - 7'

D-5, 8' - 9.5'

PROJECT VERTICAL

ELEV

DRILLING LOG (Cont Sheet)

B lo w s/

0.

ft

OF

COORDINATE SYSTEM

SHEET

SHEETS

INSTALLATION

DEPTH

LE

G

E

D

FIELD CLASSIFICATION OF MATERIALS

(Description)

Nf REMARKS%

REC

S am pl e um be r

SHEET 2 of 3

17.0

20.0

Clayey sand (SC) damp, brown to gray, fine sand, trace silt, (con't.).

Sandy lean clay (s(CL)) medium plasticity, medium stiff, moist, light brown to gray, little fine sand, trace mica.

Bottom of boring at 20 ft bgs

1/3 inch fine sand seam at 13.2 feet bgs.

D-6, 13' - 14.5'

D-7, 18.5'

- 20'

SHEET 3 of 3

2/15/172/15/17

BU16-14

(2) 5-Gallon buckets of auger cuttings also collected.

BU16-14

Boring Designation BU16-14

2.5

6.8

Lean clay with sand ((CL)s) medium plasticity, medium stiff, moist, brown, trace fine to coarse sand, trace silt.

Lean clay (CL) medium plasticity, medium stiff, moist, yellowish brown.

Sandy lean clay (s(CL)) medium plasticity, medium stiff, moist, yellowish brown.

Silty sand (SM) no plasticity, medium dense, dry, light brown, fine grained, little medium sand, trace coarse sand, trace clay.

Sandy lean clay (s(CL)) medium plasticity, stiff, dry to slightly damp, brown, and fine sand, trace silt.

Two (2) 5GDF of bulk soil taken from auger cuttings 2-5 feet bgs.

2'

D-2, 3' -

D-3, 5.5' - 6.8'

D-4, 6.8' -

D-5, 8' -

19.2

Sandy lean clay (s(CL)) medium plasticity, stiff, dry to slightly damp, brown, and fine sand, trace silt, (con't.).

Clayey sand (SC) low to medium plasticity, medium dense, moist, trace medium sand.

D-6, 13' -

- 19.2'

D-8, 19.2'

BU16-15

Hole collapsed at 8.1 feet bgs after augers removed.

BU16-15

Boring Designation BU16-15 moist, brown, little fine sand, trace silt, trace mica.

Lean clay (CL) medium plasticity, stiff, moist, brown.

@ 3 ft, trace medium sand.

Sandy lean clay (s(CL)) medium plasticity, stiff, moist, brown.

Clayey sand (SC) medium dense, moist, brown.

@ 8 ft, stiff to very stiff.

D-4, 8' -

12.5

Clayey sand (SC) medium dense, moist, brown, (con't.).

Sandy lean clay (s(CL)) stiff, moist, brown, fine to medium grained, trace silt.

D-5, 13' -

D-6, 18.5'

2/15/172/15/17

BU16-16

BU16-16

Boring Designation BU16-16 moist, brown, trace silt, trace mica.

Sandy lean clay (s(CL)) medium plasticity, stiff, moist, brown, trace silt, trace mica.

Clayey sand (SC) very loose to loose, moist, brown, trace to little silt, trace mica.

13.7

16.5

Clayey sand (SC) very loose to loose, moist, brown, trace to little silt, trace mica, (con't.).

Poorly graded sand (SP) no plasticity, loose, dry, brown, little medium sand, trace clay.

Clayey sand (SC) loose, damp, brown, trace fine sand, trace coarse sand, trace silt.

13.7'

D-6, 13.7'

- 14.5'

- 19'

D-8, 19' - 20'

BU16-17

(2) 5-Gallon buckets of auger cuttings also collected.

BU16-17

Boring Designation BU16-17

Lean clay with sand ((CL)s) medium plasticity, medium stiff, moist, brown, trace silt, trace mica.

Clayey sand (SC) loose, moist, brown, trace silit, trace mica.

Two (2) 5GDF of bulk soil taken from auger cuttings 3-6 feet bgs.

14.0

17.0

Clayey sand (SC) loose, moist, brown, trace silt, trace mica, (con't.).

Poorly graded sand (SP) no plasticity, loose to medium dense, dry, light brown, fine grained, trace medium sand.

Silty sand (SM) medium dense, dry, light brown.

14'

D-6, 14' -

D_7, 18.5' - 20'

OF SHEETS2

2/16/172/16/17

10 ft

BU16-18

Hole collapsed at 4.9 feet bgs after augers removed.

BU16-18

SHEET 1 of 2

Boring Designation BU16-18

10.0

Lean clay (CL) medium plasticity, very stiff, dry, light brown to light gray, trace fine sand, trace medium sand, trace coarse sand.

Sandy lean clay (s(CL)) medium plasticity, very stiff, dry, light brown, little silt, trace mica, .

Bottom of boring at 10 ft bgs

D-4, 8.5' - 10'

SHEET 2 of 2

SIEVE DIAMETER, PASS,

SIZE mm %

2" 50.0 100.0 1.5" 37.5 100.0 1" 25.0 100.0

3/4" 19.0 100.0 1/2" 12.5 100.0 3/8" 9.5 100.0 #4 4.75 99.5

#10 2.00 97.8 #20 0.850 92.5 #40 0.425 73.7 #80 0.180 44.5 #200 0.075 30.5

GRAIN SIZE DISTRIBUTION CURVE

SPECIMEN UNIFIED NAT

DESCRIPTION SYMBOL M% LL PL PI

*TESTED IN OMAHA SERVICE DATE 2/22/2017

PROJECT Buckley AFB SBIRS Addition

Buckley AFB, CO JOB NO. DATE

SAMPLE

ID

BU16-13, D-1, 0.5'-0.8'

ATTERBERG LIMITS

Silty Sand 10YR 4/4 Dark Yellowish Brown

05171057 5/5/17

SM 14.1

0.010.1110100

P A

IN

PARTICLE DIAMETER, mm

#4 4.75 100.0

#10 2.00 99.7 #20 0.850 98.7 #40 0.425 95.2 #80 0.180 85.5 #200 0.075 71.0

PROJECT Buckley AFB SBIRS Addition Project

BU16-13, D-2, 0.8'-1.5'

Lean Clay with Sand 10YR 4/2 Dark Grayish Brown 1915

CL 17.2 34

#4 4.75 99.6

#10 2.00 98.4 #20 0.850 95.1 #40 0.425 88.2 #80 0.180 73.3 #200 0.075 56.8

Buckley AFB, CO JOB NO. DATE05171057 5/5/17

CL 38

BU16-13, D-4, 5.5'-7.0'

Sandy Lean Clay 2.5Y 5/2 Grayish Brown 2216

#10 2.00 100.0 #20 0.850 99.0 #40 0.425 94.5 #80 0.180 69.1 #200 0.075 42.3

SC 30

BU16-13, D-5, 8.0'-9.5'

Clayey Sand 2.5Y 6/4 Light Yellowish Brown 1119

#4 4.75 99.9

#10 2.00 99.0 #20 0.850 96.7 #40 0.425 91.6 #80 0.180 78.7 #200 0.075 66.5

BU16-14, D-3, 5.5'-6.8'

2.5Y 6/3 Light Yellowish Brown 2219

CL 20.7 41

#20 0.850 99.6 #40 0.425 94.4 #80 0.180 71.7 #200 0.075 46.7

SC 35

BU16-14, D-5, 8.0'-9.5'

Clayey Sand 2.5Y 6/4 Light Yellowish Brown 1916

#10 2.00 99.9 #20 0.850 99.5 #40 0.425 98.5 #80 0.180 96.3 #200 0.075 90.9

CL 17.9 40

BU16-15, D-2, 3.0'-4.5'

Lean Clay 10YR 5/4 Yellowish Brown 2218

#20 0.850 100.0 #40 0.425 98.5 #80 0.180 86.3 #200 0.075 66.5

BU16-15, D-5, 13.0'-14.5'

10YR 5/4 Yellowish Brown 2816

CL 44

#4 4.75 99.0

#10 2.00 97.3 #20 0.850 89.6 #40 0.425 76.7 #80 0.180 55.1 #200 0.075 41.7

BU16-16, D-5, 13.0'-13.7'

Lean Clay 10YR 5/6 Yellowish Brown 1612

SC 28

05171057 MA BU16-13, D-1, 0.5'-0.8' (A) 4-20-17

05171057 MA BU16-13, D-2, 0.8'-1.5' (B) 4-12-17

05171057 MA BU16-13, D-4, 5.5'-7.0' (D) 4-18-17

05171057 MA BU16-13, D-5, 8.0'-9.5' (E) 4-18-17

05171057 MA BU16-14, D-3, 5.5'-6.8' (C) 4-12-17

05171057 MA BU16-14, D-5, 8.0'-9.5' (G) 4-18-17

05171057 MA BU16-15, D-2, 3.0'-4.5' (F) 4-18-17

05171057 MA BU16-15, D-5, 13.0'-14.5' (H) 4-19-17

05171057 MA BU16-16, D-5, 13.0'-13.7' (I) 4-19-17