Amend-0007-Appx A-Geotechnical Report.pdf

Whiteman Air Force Base Johnson County, MO

MUNS Mx Facility

WHITEMAN AIR FORCE BASE

FY19

100% GEOTECHNICAL REPORT

July 2019

Submitted by the U.S. Army Corps of Engineers, Kansas City District Geotechnical Design and Dam Safety Section, EDG-D i ii

TABLE OF CONTENTS

1 INTRODUCTION

1.1 GENERAL

1.2 PROJECT DESCRIPTION

2 SITE CONDITIONS AND REGIONAL GEOLOGY

2.1 SITE CONDITIONS

2.2 REGIONAL GEOLOGY

2.3 SOILS

3 SUBSURFACE INVESTIGATION

3.1 INVESTIGATION METHODS

3.2 LABORATORY TESTING

3.3 SUPPLEMENTAL INFORMATION

3.4 SUBSURFACE CONDITIONS SUMMARY

3.5 GROUNDWATER

4 EVALUATION OF DESIGN ALTERNATIVES

5 FOUNDATION DESIGN RECOMMENDATIONS

5.1 SITE PREPARATION

5.2 GENERAL SITE GRADING

5.3 FOUNDATIONS

5.4 SLAB ON GRADE

5.5 PAVEMENTS

5.6 SEISMIC DESIGN CONDITIONS

6 REPORT LIMITATIONS

7 REFERENCES

Attachments

Attachment A – Boring Logs Attachment B – Laboratory Test Results Attachment C – Design Calculations and Supporting Data

GEOTECHNICAL REPORT

Whiteman Air Force Base

March 8, 2019

1 INTRODUCTION

1.1 General

This Geotechnical Report presents the results, observations, and recommendations related to subsurface investigation conducted for a new facility located on Whiteman Air Force Base (WAFB). This report was prepared to transmit soils data collected by the Kansas City District, Geotechnical Branch (CENWK-EDG-D) relating to the proposed facility to project designers employed in other disciplines within the District, to project Independent Technical Reviewers (ITRs), and to stakeholders involved with the project at WAFB and elsewhere.

The scope of this report includes the following:

Subsurface information, including a subsurface investigation and associated laboratory testing to characterize conditions at the site

Presentation and discussion of geotechnical design recommendations Site preparation recommendations and construction guidance

Recommendations in this report are based on data derived from a project-specific subsurface investigation and laboratory analysis program as well as from subsurface data collected in the past in the vicinity of the project. Significant deviations of project facilities from locations proposed at the time of this report should be reported to CENWK-EDG-D to allow an evaluation of the changes for impacts to the design recommendations. Significant changes to facility parameters may negate the geotechnical recommendations and require the performance of additional field and laboratory activities in order to develop revised recommendations relevant to the amended project scope.

1.2 Project Description

The proposed facility is located on a previously undeveloped site and will be approximately 16,598 square feet (sf), similar to other conventional munitions maintenance facilities with Special Access Program Facility/Sensitive Compartmented Information Facility (SAPF/SCIF) features. This facility will have approximately 7,500 sf of storage; 1,200 sf for maintenance; and approximately 3,000 sf for administration.

Additionally, the building will include a drive-through bay as well as necessary mechanical, electrical, and communications equipment. The facility will be designed and constructed in accordance with ICD 705, latest version (September 28, 2017). The facility will have 1 drive-thru bay for tractor-trailer access.

2 SITE CONDITIONS AND REGIONAL GEOLOGY

2.1 Site Conditions

The site is located on the southeastern corner of WAFB. In addition to the subsurface explorations conducted for this project, the borings and laboratory testing for the A-10 Munitions facility and MLA-MHU Trailer Storage Facility were also reviewed and incorporated to provide a larger sample set to develop the necessary engineering properties of the in-situ soils. Both of these projects are adjacent to the proposed location of the MX Facility and have similar subsurface foundation stratigraphy.

2.2 Regional Geology

The geology at Whiteman AFB is fairly consistent across the base consisting of clay soil overlying shale bedrock. With the exception of areas of surface fill, the clay is present from ground surface to a maximum depth of 40 feet. In parts of the base, the clay is underlain by a wet sandy to gravelly clay layer derived from the weathering of the shale bedrock. In other locations, minor amounts of shale fragments have been documented within the clay, most often near bedrock.

Ground water at WAFB flows within the clay, predominantly within the wet sandy to gravelly clay layer at the bedrock surface. Shallow groundwater system is created by the infiltration of precipitation and typically discharges to local streams. The shallow groundwater is not used as a source of water supply. Wells for drinking water extend to deep aquifers underlying the base at depths of 1,000 to 1,200 feet below ground.

2.3 Soils

The site overburden consists of approximately 5 feet of stiff to very still low plasticity clays overlaying a zone of higher plasticity clays followed by another zone of low plasticity clays which extend down to a sandy gravelly clay layer at the shale bedrock surface.

3 SUBSURFACE INVESTIGATION

3.1 Investigation Methods

The Kanas City District’s drill crew conducted 7 borings to characterize the subsurface and obtain samples for subsequent laboratory testing.

The primary drilling tool used for investigation was the Diedrich D-90 ATV direct push drill rig. Disturbed soil samples were collected in glass jars. Undisturbed samples were collected in thin-walled Shelby tubes, wrapped in plastic, and waxed on-site. Five borings to a depth of 26.5 feet were taken in the area of the proposed structure and two to a depth of 11.5 feet were taken in the area of the proposed pavement. Approximately six samples were taken per boring in the area of the building foundation and 3 samples were taken in the area of the pavement.

All sampled material was field classified in general accordance with visual methods defined in ASTM D2488. Field classifications were checked against laboratory test results on soil samples and the boring log classifications were later modified as required to correlate the field classifications and laboratory results.

Figure 3-1 includes a plan depicting the subsurface exploration locations and Attachment A includes the logs of the subsurface borings advanced at the site. Table 3-1 defines the drilling and sampling types and protocols in relation to the borehole designations used in this report. The list of borings, depth and location are shown in Table 3-2. Five of the borings were advanced to a depth of 26.5 feet. This depth was selected in order to adequately correlate the subsurface profile found at this site with the subsurface profile of the MLA-MHU Facility where borings were also advanced to a depth of 26.5 feet. Two of the borings, ADU-18-6 and ADU-18-7, were advanced to a depth of 11.5 feet because they are located outside of the building footprint and in an area of where the pavement will be placed. Table 2-4 of EM 1110-1-1804 recommends drilling to a depth of 12 feet below level finished grade in areas where pavements are to be constructed.

Table 3-1: Drilling Equipment for Subsurface Explorations

Boring Designation

Number Prefix Boring Advancement Method(s) Type(s) of Sampling

ADU

1. 3.75-inch ID Hollow Stem Auger

2. 3.0-inch thin walled fixed piston sampler

3. 1.375-inch ID Split Spoon with plastic catcher

1. Jar samples

2. Shelby tube samples with accompanying jar samples from bottom of push

AD

1. 3.75-inch ID Hollow Stem Auger

2. 1.375-inch ID Split Spoon with plastic catcher

1. Jar samples

Table 3-2: Soil Borings and Locations

Boring No.

Boring

Depth (ft) Ground

Elevation Northing Easting

ADU-18-1 26.5 833.94 38.716130 -93.539955

ADU-18-2 26.5 834.75 38.715899 -93.539958

ADU-18-3 26.5 833.08 38.716026 -93.539198

ADU-18-4 26.5 833.47 38.715858 -93.539212

ADU-18-5 26.5 833.39 38.715992 -93.539548

ADU-18-6 11.5 832.67 38.716254 -93.539314

ADU-18-7 11.5 834.07 38.715565 -93.539589

Figure 3-1: Location of Soil Borings in Relation to Site Layout

3.2 Laboratory Testing

Representative samples were selected for laboratory analysis. 32 samples were tested for moisture content (ASTM D2216), 11 samples were tested for Atterberg limits (ASTM D4318), 4 samples were tested for unconfined compression (ASTM D2166), and 2 were tested for consolidation (ASTM D2435). Lab testing data is located in Attachment B.

Results of the tests are summarized in Table 3-3.

Table 3-3: Laboratory Results for Boring ADU-18-1 thru ADU-18-7

Boring Sample

ID

Depth From, ft

Depth To, ft

Moisture Content

Unit Weight

(pcf)

Atterberg Limits UCS, psf

USCS

Symbol

LL PL PI

ADU-18-1

J-1 4.9 5.0 19.6 CL

Push 2 12.0 13.2 21.9 103.4 55 20 35 5920 *CL

J-3 15.0 16.5 26.9 CL

J-4 20.0 21.5 22.3 37 17 20 *CL-ML

J-5 25.0 26.5 26.0 CL

ADU-18-2

Push 1 3.0 4.9 16.8 98.6 47 20 27 4980 *CL

J-1 4.9 5.0 18.3 CL-ML

J-2 7.0 9.0 23.7 51 18 33 *CL

J-3 10.0 11.5 24.3 CL

J-4 15.0 16.5 22.1 CL

J-5 20.0 21.5 22.1 CL

J-6 25.0 26.5 25.9 CL

Sample

ID

Depth From, ft

Depth To, ft

Moisture Content

Unit Weight

(pcf)

Atterberg Limits UCS, psf

USCS

Symbol

LL PL PI

ADU-18-3

J-1 3.0 4.8 17.2 43 17 26 *CL

Push 2 7.0 9.1 21.4 100.3 3280 CL

J-2 9.1 9.2 24.7 CL

J-3 10.0 11.5 21.4 CL

J-4 15.0 16.5 19.7 CL

J-5 20.0 21.5 22.1 CL

J-6 25.0 26.5 26.0 CL

ADU-18-4

Push 1 2.8 4.8 15.8 99.5 5420 CL-ML

J-1 4.8 5.0 18.8 42 17 25 *CL-ML

J-2 7.5 9.0 23.2 53 19 34 *CL

J-4 15.0 16.5 22.1 CL

J-5 20.0 21.5 22.6 CL

J-6 25.0 26.5 27.2 CL

ADU-18-5

Push 1 3.0 4.9 104.9 CL

J-1 4.9 5.0 19.1 44 17 27 *CL

J-2 7.5 9.0 20.1 CL

J-3 12.0 12.6 21.2 CL

J-4 15.0 16.5 20.1 CL

J-5 20.0 21.5 22.3 CL

J-6 25.0 25.5 27.5 CL

J-7 25.5 26.5 26.7 CL

ADU-18-6

J-1 2.5 4.0 18.9 49 21 28 *CL-ML

J-2 5.0 6.5 18.3 CL

J-3 10.0 11.5 23.7 CL

ADU-18-7

J-1 2.5 3.2 16.2 49 19 30 *CL-ML

J-2 3.2 4.0 15.9 49 18 31 *CL

J-3 5.0 6.5 18.6 CL

J-4 10.0 11.5 18.2 CL

* Classified based on visual observation and verified with lab data ** Blank spaces indicate that there are no data available

3.3 Supplemental Information

Supplemental subsurface information comes from two previously developed sites.

Those are the MLA-MHU Trailer Facility located approximately 200 feet northeast of the MUNS Mx site and the A-10 Munitions Facility located approximate 800 feet northwest of the site. The location of those sites and the borings developed for each of them can be found in Figure 3-2 below. While this supplemental information was not used in the design portion of this report, it was used to confirm some of the design values used.

Figure 3-2: Location of Proposed MUNS Facility in Relation to Previously Developed

Sites with Subsurface Information

Table 3-4: Laboratory Results for MLA-MHU Boring B-1 thru B-6

Boring Sample

ID

Depth From, ft

Depth To, ft

Moisture Content, Unit Weight

(pcf)

Atterberg Limits UCS, psf

UCS,

psf*

USCS

LL PL PI Symbol**

B-1

1 1.0 3.0 25 99 48 15 33 3000 CL-CH

2 3.0 5.0 26 100 2520 4000 CL-CH

3 8.0 10.0 22 107 8500 CL-CH

4 13.0 15.0 25 102 5000 CL-CH

5 18.0 20.0 24 103 3000 CL

6 23.0 25.0 23 105 4000 CL

B-2

1 1.0 3.0 16 109 >9000 CL-CH

2 3.0 5.0 19 105 8890 >9000 CL-CH

3 8.0 10.0 22 107 3960

CL-CH

4 13.0 15.0 26 101 5000 CL-CH

5 18.0 20.0 23 106 4000 CL

6 23.0 25.0 24 104 2500 CL

B-3

1 1.0 3.0 25 102 3500 CL-CH

2 3.0 5.0 25 101 3340 5000 CL-CH

3 8.0 10.0 22 104 CL-CH

4 13.0 15.0 22 105 CL-CH

5 18.0 20.0 22 108 CL

6 23.0 25.0 24 102 CL

Boring Sample

ID

Depth From, ft

Depth To, ft

Moisture Content, Unit Weight

(pcf)

Atterberg Limits UCS, psf

UCS,

psf*

USCS

LL PL PI Symbol**

B-4

1 1.0 3.0 24 98 43 14 29 3500 CL-CH

2 3.0 5.0 23 102 4970 5500 CL-CH

3 8.0 10.0 24 103 4500 CL-CH

4 13.0 15.0 24 101 5500 CL-CH

5 18.0 20.0 24 103 3000 CL

6 23.0 25.0 24 103 3000 CL

B-5

1 1.0 3.0 20 103 CL-CH

2 3.0 5.0 24 100 CL-CH

3 8.0 10.0 22 105 CL-CH

B-6

1 1.0 3.0 22 108 3690 5000 CL-CH

2 3.0 5.0 22 104 7000 CL-CH

3 8.0 10.0 24 105 3000 CL-CH

* Calibrated hand penetrometer ** All classification was by visual manual procedures. Selected samples were further classified using the results of Atterberg limit testing

Table 3-5: Subsurface Investigation Results for A-10 Munitions Storage Boring AD-92-1 to ADU-92-5

Boring Depth From, ft

Depth To, ft

N-value Torvane, tsf

USCS

Symbol*

ADU-92-1

3.0 4.0 0.9, 0.9 CH

6.0 7.0 11 CH

10.0 12.0 0.9, 0.9, 0.9 CH

13.0 14.0 9 CH

15.5 16.5 11 CH

19.0 20.0 9 CH

AD-92-2

1.5 2.5 2 CH

3.5 4.5 13 CH

9.0 10.0 13 CH

14.0 15.0 27 ML

19.0 20.0 25 CH

AD-92-3

3.0 4.5 0.9, 0.9, 0.9 CH

6.0 7.0 11 CH

10.0 12.0 0.6, 0.8, 0.5 ML

13.0 14.0 13 CH

15.5 16.5 12 CH

19.0 20.0 9 CH

AD-92-4

1.5 2.5 4 CH

3.5 4.5 4 CH

9.0 10.0 18 CH

14.0 15.0 31 CH

19.0 20.0 31 CH

ADU-92-5

3.0 5.0 0.8, 0.7, 0.6 CH

5.5 6.5 9 CH

10.0 12.0 0.7, 0.7, 0.7 CH

13.0 14.0 9 CH

Boring Depth From, ft

Depth To, ft

N-value Torvane, tsf

USCS

Symbol*

15.5 16.5 17 CH

20.0 21.5 0.8, 0.85 CH

25.5 26.5 26 CH

29.0 30.5 R-50**

*Field classification **Weathered Shale at 29’

3.4 Subsurface Conditions Summary

The topography of the site is generally flat with a gentle slope towards the north. The site is approximately 400 feet wide from the east to west and 500 feet long from north to south. Elevation of the site varies from 832 feet to 834 feet, sloping less than 1% from southwest to northeast. The entire site consists of clays with varying degrees of plasticity becoming more plastic at greater depths. A general description of the subsurface characteristics and stratigraphy is located in Table 3-6.

Table 3-6: General Description of Subsurface

Stratum Approximate Depth to

Bottom of Stratum Below Ground Surface (feet)

Material Description Consistency/

Density

Surface 0.2 to 0.3 Topsoil: brown, friable and contained significant organic matter

N/A

1 5 Native lean clay with silt Stiff and hard

2 30* Lean clay, more plastic than above

Stiff

3 Unknown Weathered Shale N/A

* Borings ADU-18-1 through ADU-18-5 were terminated with this stratum at 26.5 feet. Boring ADU-92- 5 at the nearby A-10 Munitions Facility shows weathered shale at approximately 30 feet

Atterberg limits tests were performed on soil collected from borings advanced at the site. Within the first 5 feet of depth, liquid limit values ranged from 42 to 49 with an average of 46. Plasticity indices in the same zone ranged from 25 to 31 with an average of 27.5. Within the depth of 5-20 feet, liquid limit values ranged from 51 to 55 with an average of 53. Plasticity indices in this depth ranged from 33 to 35 with an average of

34. The results of this test have been summarized in Figure 3-3. In addition, expansion potential has been annotated on this figure. In general the soils in the area of the proposed building foundation appear to exhibit intermediate to high expansive properties, with higher expansive properties below approximately 5 feet below ground surface.

Figure 3-3: Summary of Atterberg Limits Test

Two consolidation tests were performed for consolidation (ASTM D2435). Results of this test can be found summarized in. In general, soils tend to be over consolidated and exhibit only slight compressibility (Table 3-1).

Table 3-7: Consolidation Test Results

Sample

ID

Sample Depth, ft

OCR

σ’c, psf σ’m, psf * eo Cc Cr

ADU-18-1 Push 2 12-13.2 8.48 10600 9350 0.633 0.19 0.05 ADU-18-5 Push 1 3-4.9 20 8000 7600 0.607 0.12 0.026

Average 9300 8475 0.62 0.155 0.038 *The initial pressure assumes a unit weight of soil of 100 pcf

Unconfined compression tests (ASTM D2166) were completed on 4 borings located beneath each corner of the proposed building at depths ranging from 4.8 to 13.2 feet below ground surface (Table 3-8).

Table 3-8: Unconfined Compression Test Results

Sample

ID

Depth

From, ft Depth To, ft UCS, psf Cu, psf USCS

Class.

ADU-18-1 Push 2 12.0 13.2 5920 2960 CH ADU-18-2 Push 1 3.0 4.9 4980 2490 CL ADU-18-3 Push 2 7.0 9.1 3280 1640 CL* ADU-18-4 Push 1 2.8 4.8 5420 2710 CL*

Average (x̄) 4900 2450 Standard Deviation (σ) 1146 573 x̄ - 1σ 3754 1877

*field USCS classification

In addition to lab testing, correlations between soil index properties and undrained shear strength, Cu (psf), were completed using undrained strength-liquidity index relationships found in Vardanega and Haigh, 2014.

Figure 3-4: Shear Strength Values and Design Value

The design shear strength value was selected as the average minus one standard deviation using only lab testing data from samples collected at the MUNS facility site.

Figure 3-5 provides a visual representation of the data. While the MLA-MHU data and index properties correlations on this graph appear to confirm lab tests of undrained shear strength values they are only represented on this graph for comparison purposes and were not used in selecting any of the design values.

Figure 3-5: Undrained Shear Strength Values and Design Value Selection Process

3.5 Groundwater

Ground water was not encountered during any of the exploratory borings for this project.

However, ground water was encountered at a depth of approximately 10 feet below ground surface during subsurface investigation of the MLA-MHU facility located approximately 500 feet north-northwest of the site.

4 EVALUATION OF DESIGN ALTERNATIVES

Three design alternatives were considered. These include shallow footings, mat foundations, and deep foundations. Mat foundations are generally recommended when spread footings would cover more than 50% of the building’s footprint, high differential settlement is expected, or if the foundation must resist large uplift forces. None of these conditions are expected at this site. Accordingly, the building will not require mat foundations. Deep foundations were not investigated as an alternative due to the adequacy of shallow footings. Additionally, deep foundations are typically more costly than shallow footings. Shallow footings are considered the best option for the foundation system for the MUNS Maintenance Facility because of low construction cost, ease of construction, and their past performance for similar structures at WAFB. For this reason, shallow footings were the selected foundation option.

5 FOUNDATION DESIGN RECOMMENDATIONS

The following sections present recommended design parameters based on subsurface conditions encountered during the field subsurface exploration program and subsequent laboratory testing.

5.1 Site Preparation

Site preparation should include clearing and grubbing of existing vegetation and disposing of cleared materials off government property. Any existing topsoil should be removed to a minimum depth of 6 inches and stored in a designated area for later use.

5.2 General Site Grading

Satisfactory compacted fill should be maintained at the proper moisture and density condition until construction of the slab-on-grade, foundation, or pavement is completed.

5.2.1 Excavation and Backfill

Excavation for site grading is anticipated to encounter stiff to very stiff fat clay material with no rock excavation expected.

Where fill is required at the site, in-situ native soils should be scarified and compacted as specified before placing overlying fill materials. Additionally, all compacted soils should be scarified before the overlying lift is placed to ensure the two lifts are adequately joined.

Sloped surfaces greater than one vertical to four horizontal should be benched or stepped prior to the placement of any new fill.

Working surfaces should be sloped to prevent the ponding of water during construction.

Excessively wet material will either need to be aerated or removed from the fill area prior to the placement of any subsequent lifts.

Before the construction of footings, a suitable ground surface will be achieved by leveling and removing all foreign and loose material. 1 foot of material below footings shall be replaced with a compacted, crushed aggregate material.

5.2.2 Compaction Requirements

Fill is required in the area of the building and pavements. Approximately 2 feet of fill is required beneath the footprint of the building. Satisfactory fill materials comprise any materials classified by ASTM D2487 that are not OL, OH, MH or Pt. Stones greater than 3 inches in any dimension will not be allowed.

Fill should be placed in uncompacted lifts not to exceed 8 inches in thickness.

Compaction should be accomplished by approved equipment well suited to the material being compacted.

In-place densities of fill should be determined using ASTM D 1556 (sand cone), ASTM D 2937 (drive cylinder), or ASTM D 6938 (nuclear methods). If ASTM D 6938 is used for field density control, there should be at least one test performed according to ASTM D 1556 per every 10 tests performed according to ASTM D 6938 for verification of results. Field density tests of the site grading operation should be performed at a frequency not less than one test per lift per 500 cubic yards of every 8 inch lift. Field density tests of material placed beneath the building foundation should be performed at a frequency not less than two tests per 250 cubic yards of every 8 inch lift.

Backfill materials placed adjacent to footings should be placed in loose lifts that are a maximum of 8 inches in thickness when heavy mechanical tampers are used for compaction, or a maximum of 4 inches when power driven hand compaction equipment is used. Heavy equipment for spreading and compacting backfill should not be operated closer to the foundation walls than a distance equal to the height of the backfill above the back of wall footings.

Areas disturbed due to construction activity should be recompacted to the specified moisture and density. Fill within the addition area should be constructed to the finished grade elevation before the foundations are constructed.

Recommended moisture contents and percent compaction, based on maximum dry density as determined by a modified Proctor (ASTM D 1557), are given in Table 6-1.

Material Tested Proctor Type % Max. Dry

Density Placement Moisture

Content Range

Non-expansive Cohesive Structural Fill1 (PI <25)

Modified 95% min -2 to +2

Expansive Cohesive Structural Fill (PI >25)

(paving areas only) Modified 90% to 93% +2 to +7

Granular Structural Fill1 (including select granular fill) Modified 95% min -2 to +2

Capillary Water Barrier Modified 90% -2 to +2

Random Fill (non-loadbearing, landscaping areas)

Modified 90% min -2 to +2

1 – Structural fill is defined as fill placed in the building footprint and paving areas.

5.2.3 Structural Fill

Structural (engineered) fill material placed in building or pavement areas should be low plasticity material free of organic matter or other deleterious materials and have a maximum particle size of 3 inches in any dimension. Structural fill should be classified according to USCS. Satisfactory structural fill includes GW, GP, SW, SP, SC, SM, ML, and CL. Frozen material will not be allowed in structural fill. It is recommended that granular fill be used for backfill behind retaining walls.

Highly plastic clays (PI greater than or equal to 25) should not be used as structural fill.

However, high plasticity soils are suitable for use in paving areas provided the top 8 inches are replaced with granular fill or modified with lime.

5.2.4 Random Fill

All structural fill may be used as random fill. Fat clay (CH) soils, which are found throughout the site, are suitable for use as random, non-load bearing fill, such as in landscaping areas. Fill material should be free of organic matter and stones larger than 3 inches in any dimension.

5.2.5 Unsatisfactory Fill

Unsatisfactory materials include OL, OH, MH or Pt. Stones greater than 3 inches in any dimension will not be allowed. Soil-like materials obtained from the excavation, e.g.

intensively weathered sedimentary rock such as sandstone, shale, or underclay, will not be considered satisfactory for use as fill.

5.2.6 Lime-Modification of Subgrade Soils

The blending of lime with in-situ clay materials is permitted beneath the pavement areas to reduce moisture sensitivity of the plastic soils and potential expansive characteristics.

Additionally, a lime-modified subgrade provides a stable working platform for subsequent construction. The in-situ mixing for lime-modification may also contribute to subgrade uniformity as required in UFC 3-250-01FA section 18.17 (Subgrade Requirements for frost design). Lime-modified subgrade soils have not been evaluated for durability and will not be used to satisfy the design structural section requirements.

Percent lime recommended for the subgrade soils is between 3.5 to 5.5 percent based on the PI Wet Method discussed in UFC 3-250-11. Lime-modified subgrade soil may have some residual swelling potential.

5.3 Foundations

Conventional spread footings (minimum dimension of 24 inches for square footings) are recommended for column foundation support. Strip footings with a minimum width of 18 inches will be used along the perimeter of the building. All footings were sized to maintain a maximum bearing pressure of of 3,000 psf.

Based on UFC 3-301-01 Figure B-1, Whiteman Air Force Base has a minimum frost depth of approximately 32 inches for heated buildings. Typical foundations of other heated buildings in the area extend this value to 36 inches. Based on subsurface soil properties, 12 inches of non-expansive soil should be placed beneath footings to reduce swell potential. Foundations should be excavated to a depth of at least 36 inches, and placed over at least 12 inches of compacted select granular fill. This recommendation will satisfy the minimum frost depth requirements stated in UFC 3-301-01.

Footing excavations should not be made until immediately prior to placement of concrete to prevent any drying or accumulation of water. A geotechnical engineer should inspect all footing excavations prior to the placement of concrete. Table 6-2 lists foundation parameters for the design of this project.

Geotechnical design parameters for the MUNS Maintenance facility are summarized in Table 5-1.

Table 5-1: MUNS Maintenance Facility Foundation Design Parameters

Parameter Value

Earth Pressure Coefficients based on granular backfill (ϕ = 30°)

Ko (at rest)a 0.50 Ka (active)b 0.33

Kp (passive)c 1.50

Backfill Unit Weight (lbs/ft2) Native Clay 105

Granular Backfill 120 Coefficient of Sliding (friction, fs) for concrete on cohesionless fill d 0.55

Coefficient of Sliding (friction, fs) for concrete on cohesive soil d

0.4

Native Subgrade Low to High Plastic Clay (CL to CH) Minimum Footing Depths Below Exterior Finished

Flood Gradee 36 inches

Modulus of Subgrade Reaction for Flood Slab-on- Grade Design (pci)f

Net Allowable Bearing Capacityg 3,000 psf a – Use for non-yielding walls b – Use for yielding walls c – Represents half of the actual passive earth pressure; do not exceed d – Values from Coduto, Table 8.3 e – This value assumes a heated building. Based on UFC 3-301-01 Figure B-1 this places the minimum bottom depth of the footing at 32 inches. However, best practice at Whiteman Air Force Base typically extends this value to 36 inches.

f – Based on UFC-3-320-06a Table 4-1, value for clays with LL < 50, and 21 to 24% moisture content g – Allowable bearing capacity based on soil strength and compressibility. Footing shall be spaced with

1.5 x footing width clear space (space between adjacent footings). A factor of safety of 3 was applied to the net allowable bearing capacity. This conforms to UFC 3-220-01 Table 2-3.

No fill was encountered in any of the borings completed as a part of this project.

However, fill was encountered during drilling at the MLA-MHU Trailer Storage facility located approximately 500 feet north-northwest of the MUNS Maintenance site. If fill is encountered during construction these materials should be removed or reworked to form a base for the foundation. There is a possibility that some haul-off and import of material may be required in order to obtain a suitable subgrade.

5.4 Slab on Grade

The native soils and those selected for backfill which make up the slab on grade’s subgrade are prone to significant volume change with variations in moisture content.

Accordingly, it is recommended that a low volume change zone be constructed beneath all at-grade floor slabs. The low volume change layered system should consist of, in descending order, a plastic vapor barrier no less than 10 mils in thickness, 6 inches of thick open-graded, clean, free-draining crushed rock (Capillary Water Barrier), and eighteen (18) inches of select granular fill. This material should conform to Section 5.4.2 Select Granular Fill. While the low volume change layer should reduce differential movement of the slab on grade, it may not eliminate all future subgrade volume changes and resulting shallow floor slab movement. The low volume change layer will have a total depth of approximately 24inches.

Concrete, non-structural slabs shall be isolated “free-floating” from surrounding walls and columns with a layer of 30-pound felt.

5.4.1 Capillary Water Barrier

The 6-inch capillary water barrier should consist of clean, open graded crushed rock, crushed gravel, or uncrushed gravel placed below the building slab to cut off the capillary flow of pore water from the area immediately below.

5.4.2 Select Granular Fill

Select granular fill for use under the building slab and pavements will consist of natural sand and gravel, crushed rock, manufactured sand, or quarry fines that have a maximum particle size of 1 inch and 15 to 35 percent passing the No. 200 sieve. That portion of the material passing the No. 40 sieve should be non-plastic or have a plasticity index less than 12.

5.4.3 Non-Frost-Susceptible Soil

Non-frost-susceptible soil will consist of natural sand and gravel, crushed rock, manufactured sand, or quarry fines that have a maximum particle size of 1 inch and less than 6 percent passing the No. 200 sieve. That portion of the material passing the No.

40 sieve should be non-plastic or have a plasticity index less than 12.

5.5 Pavements

The detailed pavement and material design calculations per UFC criteria are included in Part 3 – Pavement and Materials.

The pavements required for this project consist of an aggregate surfaced pavement in the base bid with the option for both concrete and asphalt pavements as optional CLINs. Portland cement concrete pavement thicknesses are based on a 28-day concrete flexural strength of 650 psi. Each of the pavement options has been summarized below.

Aggregate surface course gradation requirements should meet those outlined in UFGS 32 15 00, Table 1. Missouri Department of Transportation (MoDOT) BP-3 aggregate meets gradations specified in the referenced UFGS.

The parking area is designed with a design life of 30 years. The daily traffic loading was assumed to be 4 passes of 20 passenger cars and 2 passes per week of a 25,000 lbs trash truck.

The access road was designed to support the same traffic loading described above, plus 2 passes per month of a tractor-trailer weighing 72,000 lbs.

Recommended Parking Area Pavement Design:

Concrete pavement recommended thickness:

6-inch Concrete Pavement 4-inch Drainage Layer/Aggregate Base Course 4-inch Separation Layer/Aggregate Subbase Course 8-inch Lime-Modified Subgrade (Native Clay)

Asphalt pavement recommended thickness:

4-inch Asphalt 4-inch Aggregate Base Course 4-inch Aggregate Subbase Course

Aggregate pavement recommended thickness:

4-inch Unbound Aggregate 4-inch Aggregate Base Course

Recommended Access Roads:

Concrete pavement recommended thickness:

9-inch Concrete Pavement 4-inch Aggregate Base Course

Asphalt pavement recommended thickness:

4-inch Asphalt

9-inch Aggregate Subbase Course 8-inch Lime-Modified Subgrade (Native Clay)

Aggregate pavement recommended thickness:

4-inch Unbound Aggregate

Recommended Pedestrian Sidewalks:

4-inch Concrete Pavement 4-inch Aggregate Base

5.6 Seismic Design Conditions

UFC 3-310-04 “Seismic Design for Buildings” refers to the 2015 International Building Code (IBC) for seismic issues. Considering the characteristics of the soils, this site is assigned a seismic class “D” (stiff soil profile) in accordance with Figure 5-1.

Figure 5-1: Seismic Site Classification Table from ASCE 7

Using the USGS Seismic Design Maps located at https://earthquake.usgs.gov/designmaps/, the mapped spectral response accelerations for short, 1-second, and maximum spectral response can be found below:

SS = 0.130 g SMS = 0.208 g SDS = 0.139 g S1 = 0.078 g SM1 = 0.187 g SD1 = 0.125 g

A summary of the mapped spectral acceleration and spectral acceleration adjusted for the site can be found in Table 5-2.

Table 5-2: Spectral Response Acceleration for the Site

Period (seconds)

Mapped Spectral Acceleration1 (%g)

Site Coefficient2, Fa

Site Coefficient3, Fv

Spectral acceleration adjusted for site class D4 (%g)

0.2 (Ss) 13 1.6 - 20.8

1.0 (S1) 7.8 - 2.4 18.7

1- From Figure 1613.3.1(1) and 1613.3.1(2) of IBC 2015 (pp. 389-391)

2- Table 1613.3.3(1) of IBC 2015 (pp. 387) for site class D and Ss ≤ 0.25 3- Table 1613.3.3(2) in IBC 2015 (p. 387) for site class D and Ss ≤ 0.1 4- See 1613.3.3 in IBC 2015 (p. 387): SMS = FaSs, SM1=FvS1

6 REPORT LIMITATIONS

The Kansas City District’s Geotechnical Section should be given the opportunity to assist in the final design and perform a review of final design drawings and specifications to help ensure that the geotechnical recommendations have been properly interpreted and applied.

The analyses and recommendations presented in this report are based on existing plans and a limited number of subsurface borings and tests widely spaced over the site. The borings may not fully indicate the nature and extent of the variations that actually exist between sampling locations. Engineering judgment was used in interpreting the subsurface conditions between borings and determining design parameters. If variations or other latent conditions become evident during construction, it may be necessary for the Kansas City District’s Geotechnical Section to review these conditions and possibly modify the recommendations provided for this report.

It is intended for this report, including all illustrations and appendices to be used in its entirety. This report should be made available to prospective contractors for information only and not as a warranty of subsurface conditions.

7 REFERENCES

American Society of Civil Engineers, 2016, ASCE/SEI 7-16 Minimum Design Loads for Buildings and Other Structures.

Coduto, Donald P.; 2001; “Foundation Design-Principal and Practice” Prentice Hall.

International Code Council, Inc., 2015, International Building Code.

Huang, Yang H., 2004, “Pavement Analysis and Design” Prentice Hall.

Vardanega and Haigh, 2014, “The Undrained Strength – Liquidity Index Relationship”

EM 1110-2-2100 “Stability Analysis of Concrete Structures”; 1 December 2005.

EM 1110-1-1804 “Geotechnical Investigations”; 1 January 2001

EM 385-1-1 “Safety and Health Requirements Manual”; 2008.

UFC 3-320-06A “Concrete Floor Slabs on Grade Subjected to Heavy Loads”; 1 March 2005.

UFC 3-220-01 “Foundations in Expansive Soils”; 1 November 2012.

UFC 3-250-01 “Pavement Design for Roads and Parking Areas”; 14 November 2016.

UFC 3-301-01 “Structural Engineering” Change 3; 12 September 2016.

ATTACHMENT A – BORING LOGS

19.6

TOPSOIL

0.2

LEAN CLAY

DRY

BROWN

logged from cuttings

3.0

LEAN CLAY

DRY

LIGHT BROWN GREY

7.5

LEAN CLAY

STIFF

DAMP

YELLOW BROWN

trace medium to coarse sand; trace FeO staining

LOG OF BORING ADU-18-01

DRILLING METHOD(S): Diedrich D-90 ATV; 3.75" ID Hollow Stem Auger; 3" thin walled fixed piston sampler; 1 3/8" ID split spoon sampler with plastic catcher

ATTERBERG

LIMITS

Geologist: Z. ParsonsDriller: Matt Light

DEFINITIONS:

R: Blow Count Refusal = >50 blows/1/2 foot for SPT, > 100 blows for drive barrel

ABBREVIATIONS:

J-# = Jar, W-# = Extruded & Waxed Shelby sample, T-# = Unextruded Shelby Tube, B-# = 1 gallon bag, S-# = 50 pound sack, M-# = Moisture Tin, P-# = Pull; r = sample recovery; RC - Rock Core Recovery;

RQD - Rock Quality Designation; NS = No Sample; Occ = occasional(ly); Approx = approximately; Diam = diameter, NP=non-plastic, BGS = below ground surface

INSTALLATION: Whiteman Air Force Base LOCATION: Warrensburg, MO PROJECT: Mx Facility

BORING NUMBER: ADU-18-01

COORDINATES: N4285414.341, E453057.948; NAD 83 UTM, Zone 15 North Meters

STATION/RANGE:

ELEVATION: +833.9 (ft) DATE(S) DRILLED: 8/7/18 - 8/7/18

T O

R V

A N

E T

S F

(e qu al ly s pa ce d al on g sa m pl

e) R

C

R Q

D

A dd iti on al F ie ld

D at a (S ee R em ar ks

LL PI M

O

IS

T

U R

E C

O N

T E

N T

DESCRIPTION OF STRATUM

SHEET 1 of 3

LABORATORY DATA

OTHER LAB DATA

GROUNDWATER INFORMATION:

TOP - Topsoil

CL - USCS Low Plasticity (Lean) Clay

FIELD DATA

D E

P T

H ft)

S A

M P

LE

/D

R

IL

L M

E T

H O

D

LI

Q

U

ID

L

IM

IT

U: Unconfined Compressive Strength (tsf) C: Confining Pressure (psi) F: Failure Strain (%) T: Total Sulfates (mg/kg) P: Soil pH O: Other lab data defined in Remarks

LEGENDS

O

IL

S

Y M

B O

L

O th er

B

LO

W S

U S

C S

S Y

M B

O L

(A S

T M

7)

M in us

S ie ve

P

LA

S T

IC

IN

D E

X

25.0(ft): Water Level during drilling.

Department of the Army Kansas City District Corps of Engineers 700 Federal Building Kansas City, MO 64106

BACKFILL: Hole collapsed to 8.5'. Backfilled with 5% bentonite cement grout using 5 bags portland cement.

REMARKS: Elevation obtained from civil design topographic map. |Final Review by ZAP COORDINATE SOURCE: GPS & Topo

LO

G

_A _2

8_

U P

D A

T E

W H

IT

E

M A

N -A

F B

.G P

J

/2

/1

J-1

J-2

U:2.9655 35 21.9

26.9

37 20 22.3

LEAN CLAY

STIFF

DAMP

YELLOW BROWN

trace medium to coarse sand; trace FeO staining (continued)

15.0

LEAN CLAY

MEDIUM

DAMP TO MOIST

DARK YELLOW BROWN

borderline CL/CH; mottled with FeO and MnO staining

20.0

LEAN CLAY

STIFF

DAMP TO MOIST

LIGHT YELLOW BROWN

silty; mottled with FeO and MnO staining

LOG OF BORING ADU-18-01

DRILLING METHOD(S): Diedrich D-90 ATV; 3.75" ID Hollow Stem Auger; 3" thin walled fixed piston sampler; 1 3/8" ID split spoon sampler with plastic catcher

ATTERBERG

LIMITS

Geologist: Z. ParsonsDriller: Matt Light

DEFINITIONS:

R: Blow Count Refusal = >50 blows/1/2 foot for SPT, > 100 blows for drive barrel

ABBREVIATIONS:

J-# = Jar, W-# = Extruded & Waxed Shelby sample, T-# = Unextruded Shelby Tube, B-# = 1 gallon bag, S-# = 50 pound sack, M-# = Moisture Tin, P-# = Pull; r = sample recovery; RC - Rock Core Recovery;

RQD - Rock Quality Designation; NS = No Sample; Occ = occasional(ly); Approx = approximately; Diam = diameter, NP=non-plastic, BGS = below ground surface

INSTALLATION: Whiteman Air Force Base LOCATION: Warrensburg, MO PROJECT: Mx Facility

BORING NUMBER: ADU-18-01

COORDINATES: N4285414.341, E453057.948; NAD 83 UTM, Zone 15 North Meters

STATION/RANGE:

ELEVATION: +833.9 (ft) DATE(S) DRILLED: 8/7/18 - 8/7/18

T O

R V

A N

E T

S F

(e qu al ly s pa ce d al on g sa m pl

e) R

C

R Q

D

A dd iti on al F ie ld

D at a (S ee R em ar ks

LL PI M

O

IS

T

U R

E C

O N

T E

N T

DESCRIPTION OF STRATUM

SHEET 2 of 3

LABORATORY DATA

OTHER LAB DATA

GROUNDWATER INFORMATION:

TOP - Topsoil

CL - USCS Low Plasticity (Lean) Clay

FIELD DATA

D E

P T

H ft)

S A

M P

LE

/D

R

IL

L M

E T

H O

D

LI

Q

U

ID

L

IM

IT

U: Unconfined Compressive Strength (tsf) C: Confining Pressure (psi) F: Failure Strain (%) T: Total Sulfates (mg/kg) P: Soil pH O: Other lab data defined in Remarks

LEGENDS

O

IL

S

Y M

B O

L

O th er

B

LO

W S

U S

C S

S Y

M B

O L

(A S

T M

7)

M in us

S ie ve

P

LA

S T

IC

IN

D E

X

25.0(ft): Water Level during drilling.

Department of the Army Kansas City District Corps of Engineers 700 Federal Building Kansas City, MO 64106

BACKFILL: Hole collapsed to 8.5'. Backfilled with 5% bentonite cement grout using 5 bags portland cement.

REMARKS: Elevation obtained from civil design topographic map. |Final Review by ZAP COORDINATE SOURCE: GPS & Topo

LO

G

_A _2

8_

U P

D A

T E

W H

IT

E

M A

N -A

F B

.G P

J

/2

/1

T-2

J-3

J-4

25.0

LEAN CLAY

MEDIUM

MOIST TO WET

YELLOW BROWN

26.5 BOH No Refusal

LOG OF BORING ADU-18-01

DRILLING METHOD(S): Diedrich D-90 ATV; 3.75" ID Hollow Stem Auger; 3" thin walled fixed piston sampler; 1 3/8" ID split spoon sampler with plastic catcher

ATTERBERG

LIMITS

Geologist: Z. ParsonsDriller: Matt Light

DEFINITIONS:

R: Blow Count Refusal = >50 blows/1/2 foot for SPT, > 100 blows for drive barrel

ABBREVIATIONS:

J-# = Jar, W-# = Extruded & Waxed Shelby sample, T-# = Unextruded Shelby Tube, B-# = 1 gallon bag, S-# = 50 pound sack, M-# = Moisture Tin, P-# = Pull; r = sample recovery; RC - Rock Core Recovery;

RQD - Rock Quality Designation; NS = No Sample; Occ = occasional(ly); Approx = approximately; Diam = diameter, NP=non-plastic, BGS = below ground surface

INSTALLATION: Whiteman Air Force Base LOCATION: Warrensburg, MO PROJECT: Mx Facility

BORING NUMBER: ADU-18-01

COORDINATES: N4285414.341, E453057.948; NAD 83 UTM, Zone 15 North Meters

STATION/RANGE:

ELEVATION: +833.9 (ft) DATE(S) DRILLED: 8/7/18 - 8/7/18

T O

R V

A N

E T

S F

(e qu al ly s pa ce d al on g sa m pl

e) R

C

R Q

D

A dd iti on al F ie ld

D at a (S ee R em ar ks

LL PI M

O

IS

T

U R

E C

O N

T E

N T

DESCRIPTION OF STRATUM

SHEET 3 of 3

LABORATORY DATA

OTHER LAB DATA

GROUNDWATER INFORMATION:

TOP - Topsoil

CL - USCS Low Plasticity (Lean) Clay

FIELD DATA

D E

P T

H ft)

S A

M P

LE

/D

R

IL

L M

E T

H O

D

LI

Q

U

ID

L

IM

IT

U: Unconfined Compressive Strength (tsf) C: Confining Pressure (psi) F: Failure Strain (%) T: Total Sulfates (mg/kg) P: Soil pH O: Other lab data defined in Remarks

LEGENDS

O

IL

S

Y M

B O

L

O th er

B

LO

W S

U S

C S

S Y

M B

O L

(A S

T M

7)

M in us

S ie ve

P

LA

S T

IC

IN

D E

X

25.0(ft): Water Level during drilling.

Department of the Army Kansas City District Corps of Engineers 700 Federal Building Kansas City, MO 64106

BACKFILL: Hole collapsed to 8.5'. Backfilled with 5% bentonite cement grout using 5 bags portland cement.

REMARKS: Elevation obtained from civil design topographic map. |Final Review by ZAP COORDINATE SOURCE: GPS & Topo

LO

G

_A _2

8_

U P

D A

T E

W H

IT

E

M A

N -A

F B

.G P

J

/2

/1

J-5

U:2.4947 27 16.8

18.3

51 33 23.7

24.3

LEAN CLAY

DRY TO DAMP

LIGHT BROWN

silty; trace MnO and FeO staining

7.0

LEAN CLAY

DAMP

DARK YELLOW BROWN

few to little MnO and FeO staining; crumbly

10.0

LEAN CLAY

MEDIUM

DAMP

YELLOW BROWN

trace MnO and FeO staining

LOG OF BORING ADU-18-02

DRILLING METHOD(S): Diedrich D-90 ATV; 3.75" ID Hollow Stem Auger; 3" thin walled fixed piston sampler; 1 3/8" ID split spoon sampler with plastic catcher

ATTERBERG

LIMITS

Geologist: Z. ParsonsDriller: Matt Light

DEFINITIONS:

R: Blow Count Refusal = >50 blows/1/2 foot for SPT, > 100 blows for drive barrel

ABBREVIATIONS:

J-# = Jar, W-# = Extruded & Waxed Shelby sample, T-# = Unextruded Shelby Tube, B-# = 1 gallon bag, S-# = 50 pound sack, M-# = Moisture Tin, P-# = Pull; r = sample recovery; RC - Rock Core Recovery;

RQD - Rock Quality Designation; NS = No Sample; Occ = occasional(ly); Approx = approximately; Diam = diameter, NP=non-plastic, BGS = below ground surface

INSTALLATION: Whiteman Air Force Base LOCATION: Warrensburg, MO PROJECT: Mx Facility

BORING NUMBER: ADU-18-02

COORDINATES: N4285388.709, E453057.536; NAD 83 UTM, Zone 15 North Meters

STATION/RANGE:

ELEVATION: +834.8 (ft) DATE(S) DRILLED: 8/8/18 - 8/9/18

T O

R V

A N

E T

S F

(e qu al ly s pa ce d al on g sa m pl

e) R

C

R Q

D

A dd iti on al F ie ld

D at a (S ee R em ar ks

LL PI M

O

IS

T

U R

E C

O N

T E

N T

DESCRIPTION OF STRATUM

SHEET 1 of 3

LABORATORY DATA

OTHER LAB DATA

GROUNDWATER INFORMATION:

CL - USCS Low Plasticity (Lean) Clay

FIELD DATA

D E

P T

H ft)

S A

M P

LE

/D

R

IL

L M

E T

H O

D

LI

Q

U

ID

L

IM

IT

U: Unconfined Compressive Strength (tsf) C: Confining Pressure (psi) F: Failure Strain (%) T: Total Sulfates (mg/kg) P: Soil pH O: Other lab data defined in Remarks

LEGENDS

O

IL

S

Y M

B O

L

O th er

B

LO

W S

U S

C S

S Y

M B

O L

(A S

T M

7)

M in us

S ie ve

P

LA

S T

IC

IN

D E

X

25.0(ft): Water Level during drilling.

Department of the Army Kansas City District Corps of Engineers 700 Federal Building Kansas City, MO 64106

BACKFILL: Hole collapsed to 8.5'. Backfilled with 5% bentonite cement grout using 5 bags portland cement.

REMARKS: Elevation obtained from civil design topographic map. |Final Review by ZAP COORDINATE SOURCE: GPS & Topo

LO

G

_A _2

8_

U P

D A

T E

W H

IT

E

M A

N -A

F B

.G P

J

/2

/1

T-1

J-1

J-2

J-3

22.1

LEAN CLAY

MEDIUM

DAMP

YELLOW BROWN

trace MnO and FeO staining (continued)

15.0

LEAN CLAY

STIFF

DAMP

YELLOW BROWN

trace to few MnO and FeO staining

20.0

LEAN CLAY

MEDIUM

DAMP

YELLOW BROWN

trace to few MnO and FeO staining

LOG OF BORING ADU-18-02

DRILLING METHOD(S): Diedrich D-90 ATV; 3.75" ID Hollow Stem Auger; 3" thin walled fixed piston sampler; 1 3/8" ID split spoon sampler with plastic catcher

ATTERBERG

LIMITS

Geologist: Z. ParsonsDriller: Matt Light

DEFINITIONS:

R: Blow Count Refusal = >50 blows/1/2 foot for SPT, > 100 blows for drive barrel

ABBREVIATIONS:

J-# = Jar, W-# = Extruded & Waxed Shelby sample, T-# = Unextruded Shelby Tube, B-# = 1 gallon bag, S-# = 50 pound sack, M-# = Moisture Tin, P-# = Pull; r = sample recovery; RC - Rock Core Recovery;

RQD - Rock Quality Designation; NS = No Sample; Occ = occasional(ly); Approx = approximately; Diam = diameter, NP=non-plastic, BGS = below ground surface

INSTALLATION: Whiteman Air Force Base LOCATION: Warrensburg, MO PROJECT: Mx Facility

BORING NUMBER: ADU-18-02

COORDINATES: N4285388.709, E453057.536; NAD 83 UTM, Zone 15 North Meters

STATION/RANGE:

ELEVATION: +834.8 (ft) DATE(S) DRILLED: 8/8/18 - 8/9/18

T O

R V

A N

E T

S F

(e qu al ly s pa ce d al on g sa m pl

e) R

C

R Q

D

A dd iti on al F ie ld

D at a (S ee R em ar ks

LL PI M

O

IS

T

U R

E C

O N

T E

N T

DESCRIPTION OF STRATUM

SHEET 2 of 3

LABORATORY DATA

OTHER LAB DATA

GROUNDWATER INFORMATION:

CL - USCS Low Plasticity (Lean) Clay

FIELD DATA

D E

P T

H ft)

S A

M P

LE

/D

R

IL

L M

E T

H O

D

LI

Q

U

ID

L

IM

IT

U: Unconfined Compressive Strength (tsf) C: Confining Pressure (psi) F: Failure Strain (%) T: Total Sulfates (mg/kg) P: Soil pH O: Other lab data defined in Remarks

LEGENDS

O

IL

S

Y M

B O

L

O th er

B

LO

W S

U S

C S

S Y

M B

O L

(A S

T M

7)

M in us

S ie ve

P

LA

S T

IC

IN

D E

X

25.0(ft): Water Level during drilling.

Department of the Army Kansas City District Corps of Engineers 700 Federal Building Kansas City, MO 64106

BACKFILL: Hole collapsed to 8.5'. Backfilled with 5% bentonite cement grout using 5 bags portland cement.

REMARKS: Elevation obtained from civil design topographic map. |Final Review by ZAP COORDINATE SOURCE: GPS & Topo

LO

G

_A _2

8_

U P

D A

T E

W H

IT

E

M A

N -A

F B

.G P

J

/2

/1

J-4

J-5

25.9

LEAN CLAY

SOFT

WET

YELLOW BROWN

trace to few MnO and FeO staining

26.5 BOH No Refusal

LOG OF BORING ADU-18-02

DRILLING METHOD(S): Diedrich D-90 ATV; 3.75" ID Hollow Stem Auger; 3" thin walled fixed piston sampler; 1 3/8" ID split spoon sampler with plastic catcher

ATTERBERG

LIMITS

Geologist: Z. ParsonsDriller: Matt Light

DEFINITIONS:

R: Blow Count Refusal = >50 blows/1/2 foot for SPT, > 100 blows for drive barrel

ABBREVIATIONS:

J-# = Jar, W-# = Extruded & Waxed Shelby sample, T-# = Unextruded Shelby Tube, B-# = 1 gallon bag, S-# = 50 pound sack, M-# = Moisture Tin, P-# = Pull; r = sample recovery; RC - Rock Core Recovery;

RQD - Rock Quality Designation; NS = No Sample; Occ = occasional(ly); Approx = approximately; Diam = diameter, NP=non-plastic, BGS = below ground surface

INSTALLATION: Whiteman Air Force Base LOCATION: Warrensburg, MO PROJECT: Mx Facility

BORING NUMBER: ADU-18-02

COORDINATES: N4285388.709, E453057.536; NAD 83 UTM, Zone 15 North Meters

STATION/RANGE:

ELEVATION: +834.8 (ft) DATE(S) DRILLED: 8/8/18 - 8/9/18

T O

R V

A N

E T

S F

(e qu al ly s pa ce d al on g sa m pl

e) R

C

R Q

D

A dd iti on al F ie ld

D at a (S ee R em ar ks

LL PI M

O

IS

T

U R

E C

O N

T E

N T

DESCRIPTION OF STRATUM

SHEET 3 of 3

LABORATORY DATA

OTHER LAB DATA

GROUNDWATER INFORMATION:

CL - USCS Low Plasticity (Lean) Clay

FIELD DATA

D E

P T

H ft)

S A

M P

LE

/D

R

IL

L M

E T

H O

D

LI

Q

U

ID

L

IM

IT

U: Unconfined Compressive Strength (tsf) C: Confining Pressure (psi) F: Failure Strain (%) T: Total Sulfates (mg/kg) P: Soil pH O: Other lab data defined in Remarks

LEGENDS

O

IL

S

Y M

B O

L

O th er

B

LO

W S

U S

C S

S Y

M B

O L

(A S

T M

7)

M in us

S ie ve

P

LA

S T

IC

IN

D E

X

25.0(ft): Water Level during drilling.

Department of the Army Kansas City District Corps of Engineers 700 Federal Building Kansas City, MO 64106

BACKFILL: Hole collapsed to 8.5'. Backfilled with 5% bentonite cement grout using 5 bags portland cement.

REMARKS: Elevation obtained from civil design topographic map. |Final Review by ZAP COORDINATE SOURCE: GPS & Topo

LO

G

_A _2

8_

U P

D A

T E

W H

IT

E

M A

N -A

F B

.G P

J

/2

/1

J-6

U:1.64

43 26 17.2

21.4

24.7

21.4

LEAN CLAY

DRY TO DAMP

LIGHT BROWN

crumbly; trace to few FeO and MnO staining

7.0

LEAN CLAY

MEDIUM

DAMP

YELLOW BROWN

mottled with few FeO and MnO staining

LOG OF BORING ADU-18-03

DRILLING METHOD(S): Diedrich D-90 ATV; 3.75" ID Hollow Stem Auger; 3" thin walled fixed piston sampler; 1 3/8" ID split spoon sampler with plastic catcher

ATTERBERG

LIMITS

Geologist: Z. ParsonsDriller: Robert Harter

DEFINITIONS:

R: Blow Count Refusal = >50 blows/1/2 foot for SPT, > 100 blows for drive barrel

ABBREVIATIONS:

J-# = Jar, W-# = Extruded & Waxed Shelby sample, T-# = Unextruded Shelby Tube, B-# = 1 gallon bag, S-# = 50 pound sack, M-# = Moisture Tin, P-# = Pull; r = sample recovery; RC - Rock Core Recovery;

RQD - Rock Quality Designation; NS = No Sample; Occ = occasional(ly); Approx = approximately; Diam = diameter, NP=non-plastic, BGS = below ground surface

INSTALLATION: Whiteman Air Force Base LOCATION: Warrensburg, MO PROJECT: Mx Facility

BORING NUMBER: ADU-18-03

COORDINATES: N4285402.413, E453123.692; NAD 83 UTM, Zone 15 North Meters

STATION/RANGE:

ELEVATION: +833.1 (ft) DATE(S) DRILLED: 8/8/18 - 8/8/18

T O

R V

A N

E T

S F

(e qu al ly s pa ce d al on g sa m pl

e) R

C

R Q

D

A dd iti on al F ie ld

D at a (S ee R em ar ks

LL PI M

O

IS

T

U R

E C

O N

T E

N T

16.3(ft): Water level after drilling.

DESCRIPTION OF STRATUM

SHEET 1 of 3

LABORATORY DATA

OTHER LAB DATA

GROUNDWATER INFORMATION: 16.3 after 24 hours

CL - USCS Low Plasticity (Lean) Clay

FIELD DATA

D E

P T

H ft)

S A

M P

LE

/D

R

IL

L M

E T

H O

D

LI

Q

U

ID

L

IM

IT

U: Unconfined Compressive Strength (tsf) C: Confining Pressure (psi) F: Failure Strain (%) T: Total Sulfates (mg/kg) P: Soil pH O: Other lab data defined in Remarks

LEGENDS

O

IL

S

Y M

B O

L

O th er

B

LO

W S

U S

C S

S Y

M B

O L

(A S

T M

7)

M in us

S ie ve

P

LA

S T

IC

IN

D E

X

Department of the Army Kansas City District Corps of Engineers 700 Federal Building Kansas City, MO 64106

BACKFILL: Backfilled 8/9/18 with 5% bentonite cement grout with 5 bags portland cement.

REMARKS: Elevation obtained from civil design topographic map. |Final Review by ZAP COORDINATE SOURCE: GPS & Topo

LO

G

_A _2

8_

U P

D A

T E

W H

IT

E

M A

N -A

F B

.G P

J

/2

/1

J-1

T-1

J-2

J-3

19.7

LEAN CLAY

MEDIUM

DAMP

YELLOW BROWN

mottled with few FeO and MnO staining (continued)

15.0

LEAN CLAY

STIFF

DAMP

DARK YELLOW BROWN

trace to few FeO and MnO staining

LOG OF BORING ADU-18-03

DRILLING METHOD(S): Diedrich D-90 ATV; 3.75" ID Hollow Stem Auger; 3" thin walled fixed piston sampler; 1 3/8" ID split spoon sampler with plastic catcher

ATTERBERG

LIMITS

Geologist: Z. ParsonsDriller: Robert Harter

DEFINITIONS:

R: Blow Count Refusal = >50 blows/1/2 foot for SPT, > 100 blows for drive barrel

ABBREVIATIONS:

J-# = Jar, W-# = Extruded & Waxed Shelby sample, T-# = Unextruded Shelby Tube, B-# = 1 gallon bag, S-# = 50 pound sack, M-# = Moisture Tin, P-# = Pull; r = sample recovery; RC - Rock Core Recovery;

RQD - Rock Quality Designation; NS = No Sample; Occ = occasional(ly); Approx =…