Appendix_G.pdf

REPORT OF

GEOTECHNICAL EXPLORATlO.N

Proposed Indoor Firing Ran_ge Facility

Minot AFB, North Dakota

For

Attn: Mr. Steve Smith I .

Kenneth Hahn Architects, Inc.

1343 South 75th Street

Omaha, Nebraska 68124

Laboratory Number 12-532

September 28, 2012

Material Testing Services, LLC

September 28, 2012

Attn: Mr. Steve Smith Kenneth Hahn Architects, Inc.

1343 South 751 h Street Omaha, Nebraska 68124 ref: Geotechnical Exploration Proposed Indoor Firing Range Facility Minot AFB, North Dakota Laboratory Number 12-532

Dear Mr. Smith:

Enclosed is the report of the geotechnical exploration that we recently conducted for the proposed Indoor Firing Range. The work was conducted in general accordance with our proposal.

Information from the above work was used to make recommendations for design and construction 6f foundations, floor slabs and pavements.

The soil samples will be stored at the laboratory for a period of fourteen days from the date of this report. The samples will then be discarded unless we are requested to store them for a longer period of time.

Please call if you have any questions or comments concerning this report.

Sincerely, Rusten R.L. Roteliuk, PE Geotechnical Engineer

P.O. Box 634 Minot, North Dakota 58702

701-852-5553

P.O. Box 14516 Grand Forks, North Dakota 58208

701-746-6398

P .0. Box 1093 Williston, North Dakota 58802

701-572-4226

TABLE OF CONTENTS

1. Introduction

2. Procedures

3. Surface Observations

4. Subsurface Observations

4.1 Soils

4.2 Groundwater

5. Background Information:-

6. Conclusions and Recommendations

6.1 Discussion ........................................................................................................... :

6.2 Excavation and Site Preparation ...................... ;

6.2.1 Buildings .................. ·

6.2.2 Parking and Driveway Areas

6.3 Foundations

6.4 Floor Slabs

6.5 Foundation Backfill

6.6 Lateral Earth Loads

6.7 Modulus of Subgrade Reaction

6.8 Site Drainage

6.9 Corrosivity

6.10 Flexible Pavement Design

6.11 Rigid Pavement Design

6.12 Sensitive Exterior Slabs

6.13 Site Classification for Seismic Design

6.14 Excavation Slopes

7. Construction Testing and Observations

7.1 Site Preparation

7.2 Pavement Subgrade Prepration and Fill Operations

7.3 Backfilling Operations

7.4 Foundation Excavations

APPENDIX A

APPENDIX B

APPENDIX C

APPENCIX D

Site Sketch, Profile, Boring Logs, Terminology Used on Logs

Soil Classification Chart

Laboratory Test Reports

Risks Associated with Excavating and Filling Below Water

Precautions for Excavating and Refilling During Cold Weather

Report of Geotechnical Exploration

Proposed Indoor Firing Range- Minot AFB, North Dakota

Laboratory Number 12-532

1. Introduction

The purpose of this exploration was to give recommendations on the suitability of the existing soils for the proposed construction which included providing information for the building site preparation, pavement design and allowable bearing capacity for foundation design.

2. Procedures

A total of 13 borings were drilled for the project; 9 for the proposed structure and 4 for parking lot. The borings were drilled with standard penetration split-spoon methods, in accordance with ASTM D 1586. Soils were classified in accordance with ASTM Visual-Manual methods (ASTM D 2488). Additional information regarding drilling procedures and soils classification is given on the sheets included in Appendix A. The approximate location of the borings are shown on the site sketch included in Appendix A.

A sample of the subgrade soil between 1 and 10 feet below ground was collected from the auger from boring 1. The bulk sample was submitted to Minnesota Valley Testing

Laboratories, Inc. in Bismarck, North Dakota for determination of pH, sulphate and chloride content of the soil.

The boring locations were laid out by MTS personnel. The ground level elevations at the boring locations were determined with reference to the existing floor ofthe Security Forces

Building (#547). Borings 1-9 were determined with reference to the west overhead door entrance in theSE corner of the building. Borings 10-13 were determined with reference to the main north entrance. For purposes of this exploration, the temporary benchmarks (TBM) were assigned an arbitrary elevation of 100.0 feet.

3. ·surface Observations

Based on visual observations of the crew chief, the project sites were generally grass covered and fairly level. There was some localized unevenness; but the overall slopes on the site were gradual. Grade elevations at the boring locations in the building area ranged from 99.5

Laboratory Number 12-532 feet at boring 3 to 103.5 feet at boring 7. In the parking lot, the grade elevations at the boring locations ranged from 98.0 feet at boring 11 to 99.5 feet at boring 13.

There were two small storage buildings located near the northwest corner of the proposed building.

4. Subsurface Observations

Information on the subsurface conditions is given on the attached boring logs in Appendix A.

The logs include: descriptions and classifications of soils encountered, the depths to noted soil changes, water level measurements, and soil test results. Standard penetration resistance values are given in theN columns of the logs. Appendix A includes descriptions of symbols and terminology used on the boring logs as well as a soil classification chart.

4.1.Soils

Borings 3, 8, 9, 10, 12 and 13 encountered a layer of fill that ranged from 2 to 5 feet thick.

Generally, the fill encountered in the building area consisted oftopsoil, organic lean clay (OL).

In the parking lot area, the fill consisted of mostly sandy lean clay (CL) mixed with pockets of topsoil. Table 1 represents the depths of fill and topsoil encountered in the borings.

Table 1- Fill/Topsoil Depths

Ground Elevation of

Elevation Depth to Bottom Depth to Bottom of Bottom of

Boring (feet) of Fill (feet) Topsoil (feet) Fill/Topsoil (feet)

1 102.1 n/a 1.0 101.1

2 101.2 n/a 1.0 100.2

3 99.5 5.0 5.0* 94.5

4 99.9 n/a 2.0 97.9

5 100.4 n/a 1.5 98.9

6 101.5 n/a 1.5 100.0

7 103.5 n/a 1.0 102.5

8 102.0 2.0 2.0* 100.0

9 101.6 4.0 2.0 97.6

10 98.5 2.0 n/a 96.5

11 98.0 n/a 0.5 97.5

12 99.0 5.0 0.2 94.0

13 99.5 2.0 0.5 97.5

*Fill consisted of mostly topsoil.

Below the fill and topsoil, the natural soils were mostly sandy lean clays {CL}. Layers of sand

{SP} and sand with silt {SP-SM} were encountered in borings 2, 3 and 4.

Based on the standard penetration resistance ("N"} values, the sandy lean clays ranged from soft to hard, but were generally firm in consistency. The sandy soils were loose to medium dense.

Cobbles and boulders were not encountered during drilling. However, boulders and cobbles are common within glacial tills and coarse sand and gravel deposits and may be encountered during excavations,

4.2. Groundwater

Groundwater measurements were taken in the borings at completion of drilling. Additional measurements were taken in the proposed building area after the boreholes were left open for several days. After being left open, the groundwater measurements in the building area ranged from 8.0 feet in boring 3 to 25.5 feet below ground in boring 7. In the parking lot, the groundwater levels ranged from 6.9 feet in boring 10 to 7.1 feet below ground in boring 12.

Groundwater measurements are listed at the bottom of the boring logs. Groundwater levels are also graphically illustrated on the logs and profiles included in Appendix A.

We wish to point out that groundwater levels can be expected to fluctuate both yearly and seasonally. Therefore, the water level at the time of construction may differ significantly from those encountered during our exploration program.

5. Background Information

The following represents our understanding of the project. If there are changes to the project data, or if some of the information is not correct, it is necessary that we be provided with the additional or correct information for further review.

The project includes the construction of a new indoor firing range building and an associated parking lot. The building will be a two story, slab on' grade structure constructed of precast concrete panels. The building will generally be rectangularly shaped with the plan dimensions of approximately 220 x 270 feet. We assumed the floor elevation would be near elevation 103.0 feet in relation to the TBM. We assumed that exterior frost footings will be placed at an elevation of about 98.0 feet and the interior footings may be placed at a higher elevation.

We assume that columns will exert a maximum compression load of 200 kips and wall loads would not exceed 10 kips per lineal foot. A floor load of up to 150 psf was assumed for the slab-on-grade.

The parking lot will be located to the north of the existing Security Forces Building {#547).

The parking lot will generally be triangular shaped with average dimensions of approximately

220' X 300'.

6. Conclusions and Recommendations

The recommendations contained in this report represent our professional opinions. These opinions were arrived at in accordance with currently accepted engineering practices. Other than this, no warranty is intended or implied.

6.1. Discussion

The main concerns at the site are the fill soils encountered and the relatively shallow groundwater levels. Because fill was encountered on the site, it should be considered imperative that excavations be observed by the geotechnical engineer or his representative to verify the soil identifications.

We do not recommend supporting foundations or floor slabs on the exiting fill. It appears that the fill and topsoil will extend below foundations in some areas, particularly near borings

3, 4 and 9. We recommend removing and replacing the fill and topsoil below foundations and floor slabs.

Although there are concerns, with proper preparations and precautions during construction, it appears that standard spread footing construction will be feasible.

6.2. Excavation and Site Preparation

6.2.1. Building

Laboratory Number 12-532

. As previously mentioned, we recommend that fill and organic soils {topsoil) be removed from the building footprint {See Table 1, Section 4.1 for estimated depths/elvations). Where excavations extend below foundations, the excavations should be oversized at least one foot horizontally for every foot of fill vertically below the bottom of the footings.

The soils at the bottoms of the excavations will likely be sensitive to heavy construction equipment. Therefore, caution must be exercised not to disturb or "pump" the naturally deposited soils when placing the lower lifts of fill with in the footprint of the building.

Foundation excavations should be performed with a backhoe with a smooth cutting edge to reduce disturbance to the natural soils.

It does not appear that excavations to remove fill and organic soil below floor slabs will extend below groundwater levels. However, if there are areas where excavations extend below groundwater levels, we recommend a coarse, free draining granular fill {sand or sand with gravel) with less than 40 percent passing the #40 sieve and less than 5 percent passing the #200 sieve should be used below groundwater levels. A less select fill can then be used to attain the desired subgrade elevation. Groundwater should be continuously pumped from the excavation during backfill operations. Please note the attachment "Risks Associated with

Excavating and Filling Below Water" in Appendix C.

Structural fill required {abov~ groundwater elevation) to bring the building site to desired lines and grades can consist of non expansive, non organic lean clay, or pit ruri sand or sand with gravel. Sand fill that contains gravel should have 100 percent passing the 2-inch sieve. If lean clay is used it should have a liquid limit of 40 or less. We would not recommend using fat clay {CH) for fill below the building. All clays, whether on-site or off-site clays, should be placed at a moisture content of minus 1 to plus 3 percent of optimum moisture content.

Loose lift thicknesses should be no more than 8 inches. Vibratory rollers should be used to compact sands and sheepsfoot type compactors should be used on clays. Fill to support foundations should be compacted to at least 98 percent of maximum dry density as determined according to ASTM D 698 {standard Proctor). Fill to support floor slabs should be compacted to at least 95 percent of maximum dry density.

If earthwork is done during periods of freezing temperatures, we recommend prate cting the fill from freezing once it has been placed. No frozen soils should be used as fill and fill should not be placed ori frq_~en groi,Jnd. Ei3rthwork could be difficult in the spring or late fall when conditions are often cool and wet.

6.2.2. Parking and Driveway Areas

The existing non-organic soils encountered on the site are considered poor to fair as subgrade soils for pavements. In addition, the subgrade soils are frost susceptible; therefore, some frost movement and/or frost damage can be expected during the life of the pavement.

As previously noted, there were portions of the parking areas that encountered an existing layer of fill. The existing fill was mixed with pockets of organic lean clay (topsoil). We recommend that any fill and organic soil be removed below pavements. It appears that the non organic portions of the existing sandy lean clay fills would be suitable for reuse as site fill.

However, fill should be approved by the geotechnical engineer or his representative prior to reuse. Moisture conditioning will likely be necessary.

Once organic soils (topsoil) are removed, the subgrade should be scarified a minimum of twelve inches, moisture conditioned to within 3% of optimum, andre-compacted to a minimum of 95% of maximum density as determined by ASTM D 698. Fill greater than 1 foot below the final subgrade elevation should be compacted to at least 95% of maximum dry density as determined by ASTM D 698. The final subgrade should be compacted to a minimum of 98% of maximum density. In addition, the subgrade should be proof rolled with a heavy wheeled vehicle (such as a loaded dump truck) to detect soft spots. Soft spots should be stabilized prior to placing base course.

Fill that is required below pavement should be placed in maximum eight inch loose lifts and compacted per the subgrade reco~mendations as stated above. Off site fill material should consist of non expansive, non organic lean clay, sand or sand with gravel as described in

Section 6.2.1.

Judging from the moisture condition of the soil samples and moisture content tests that were conducted, significant moisture conditioning (drying) will be required in some areas to achieve the recommended moisture content and properly compact the subgrade. Generally, clayey soils such as those encountered on the site need to be compacted near or below optimum moisture to achieve a satisfactory proof roll test. It may be necessary to scarify and rework more than 12 inches to stabilize the subgrade.

As noted above, we recommend that the old fill and organic soils be removed below the new pavements. However, oh this site, it may not feasible for the owner to remove the existing fill and organic soil from the parking areas. 1f fill and organic soils are not removed, there will be some risk that future detrimental settlement could occur. However, with the recommended site preparation below the risk should be reduced.

1f the fill and organic soils are not removed from parking areas, we recommend placing a heavy reinforcing geotextile or geogrid on the prepared subgrade followed by a minimum of

12 inches of granular fill meeting the requirements of NDDOT Class 5 aggregate. If geogrid is used, it should be a Tensar TX 140 or equivalent. The geotextile should be a Mirafi RS380i or equivalent: Manufacturer's instructions should be followed when installing the geotextile or geogrid. The geotextile or geogrid will add wheel support and aid in reducing differential settlement of the pavement. The aggregate layer can then be relied on to act as the aggregate base for pavements, or as a construction platform for the placement of additional fill.

6.3. Foundations

Site preparation should be performed as stated previously discussed. However, in addition to removal of the fill and topsoil, Backfill below foundations should be performed according to

Section 6.2.1.

As previously mentioned, the naturally deposited soils at the bottoms of the excavations will likely be sensitive to heavy construction equipment. Therefore, we recommend that excavations for foundations be performed with a backhoe with a smooth cutting edge to reduce disturbance to the natural soils. Any soils that are disturbed will need to be removed or recompacted prior to placing new fill or concrete. The bottom of the foundation excavations should be checked by the geotechnical engineer or his representative to determine if additional excavation or subcutis necessary.

Based on measurements taken at the completion of drilling, we do not anticipate that groundwater will enter the excavations. If some groundwater does enter excavations, it should be controlled with surface and/or sump pumps during foundation construction and backfill.

With the recommended site preparation, it is our opinion that the natural, non-organic, undisturbed soils are capable of supporting a maximum net allowable soil bearing capacity of

3000 psffor continuous strip footings and 3500 psffor isolated column pads. In our opinion, these loadings should result in a theoretical safety factor of 3 or more with respect to a punching shear failure. Total and differential settlements should not exceed 1 inch andY, . inch, respectively.

We recommend that perimeter footings in heated buildings be provided with at least 4.5 feet of final cover for frost protection. Unheated structures should have 7 feet of final cover for frost protection.

6.4. Floor Slabs

We recommend that the site be prepared as stated in the Excavation and Site Preparation section above. We recommend that slabs on grade be constructed structurally independent of foundation walls and columns. We also recommend a 6-inch layer of free draining sand be placed directly below the slabs. The sand should have less than seven percent passing the

#200 sieve by weight. If it contains gravel, the gravel should have a maximum size of one inch. The sandy layer will be used to provide a working surface for· concrete placement and serve as a capillary break.

If there will be glued surfacing or other surfacing that is moisture sensitive on the floor slabs, we· recommend placing a vapor barrier below the slabs. The vapor barrier should consist of suitable polyethylene sheeting to minimize moisture migration to the slab.

6.5. Foundation Backfill

We recommend that the exterior foundation backfill be compacted in loose lift thicknesses not to exceed 6 inches. Compaction should be to minimum of 92 percent of ASTM D 698 in lawn areas. Backfill which will support slabs, sidewalks or driveways should be compacted to at least 95 percent of ASTM D 698.

6.6. Lateral Earth Loads

Walls that must retain earth should be designed for the at-rest lateral earth pressure. For the clays at this site we recommend that the at-rest pressure be considered equivalent to that generated by a fluid with a total unit weight of 65 pcf above groundwater levels. Compaction equipment should travel no closer than 12 inche.s from the wall to prevent building excess lateral pressures on the wall.

To resist lateral loads, we recommend assuming that the natural undisturbed clays have an ultimate passive pressure equivalent to that generated by a fluid having a total unit weight of

375 pcf. If compacted fill is placed on the passive side next to the foundation resisting lateral loads, it should be compacted to at least 95% of maximum density as determined by ASTM D

698. In addition, those portions of the foundations within five feet of final grade in unheated areas should be ignored when calculating passive resistance due to frost softening. An ultimate friction factor of 0.35 can be used between the bottom of the footing and the foundation soils. We-wish to point out that these values will give the ultimate resistance to lateral loads. We recommend that a theoretical safety factor of 2.0 be applied for a safe design.

6.7. Modulus of Subgrade Reaction

From the Navy Manual Table 9-1, the typical subgrade modulus (k.) for compacted sand is

200 to ;300 pci. With the site prepared as recommended, it is our opinion that the subgrade modulus of 250 pci can be used if a minimum of 18 inches of granular fill is used below the slab. A subgrade modulus of 150 pci can be used if clay fill is used to within 6 inches of the bottom ofthe slab.

For the natural clays, Joseph E. Bowles in "Foundation Analysis and Design" recommends using a value ks = 12(SF)q, kef for 1 inch of deflection. SF is the theoretical safety factor and qa is the allowable bearing capacity of the soil in ksf. Using this relationship, it appears that the modulus of subgrade reaction of the natural clays from the bottom of the controlled, compacted fill can be estimated using the relationship k, = 13 x "N". For sands, the relationship k, = 19 x "N" can be used. Again, these estimated values for the modulus of subgrade reaction are in terms of kef for 1 inch of deflection. The "N" values can be noted on the attached soil profile drawings and soil boring logs.

6.8.5ite Drainage

We advise that adequate drainage be maintained during and after construction. We also recommend an appropriate closed conduit system be used to control roof drainage.

Downspouts should have extensions and splash pads to carry the water well away from the backfill line.

Exterior grades in lawn areas should slope away from the building at a rate of 1 inch per foot or greater for a distance of at least 10 feet from the building.

Adequate drainage should be also considered imperative to performance of the paved areas and storage yards. Ditches, general grade, and subdrains, if necessary, should be used to promote good drainage.

6.9. Corrosivity

Laboratory tests were conducted to aid in estimating the potential for corrosion to subgrade meta Is and concrete placed in intimate contact with the soils. Please note Table 2 for the chemistry results. The potential corrosion levels are indicated in Table 3 for both concrete and metals. Two samples were submitted to Minnesota Valley Testing Laboratories, Inc. to determine the pH, sulfate content and chloride content of the soil.

d Boring - Chlorides

~i:cC_No._

1 1-10 Sandy Lean Clay 8.1 2010 10.1

Table 3- Corrosion Potential

Boring Depth Metals Based on

No. (f!)- _- Soil sulfates

1 1-10 Sandy Lean Clay Severely Corrosive

Laboratory Number 12-532

Metals Based on Sulfate Attack to

Chlorides Concrete

Moderate to Slightly Corrosive

Severe

At the above degrees of corrosivity, the ACI manual indicates that Type V cement should be used for subgrade concrete. Further, the water/cementitious ratios should be limited to 0.45 and the compressive strength should be a minimum of 4500 psi. However, Type II cement, in conjunction with pozzolan, have been used successfully at the MinotAirforce Base.

The above degrees of Corrosivity were taken from Bureau of Reclamation and the Navy

(NAVFAC) manual sources. If additional testing and analysis with respect to soil corrosivity or protection of underground metals placed in intimate contact with the soils are required, please contact a corrosion consultant.

6.10. Flexible Pavement Design

Flexible Pavement design was based on our experience and in accordance with the "AASHTO

Guide of Design of Pavement Structures 1993". As indicated earlier, we estimated the traffic volume for the parking and drive areas to be 50,000 equivalent 18-kip axle loads over a 20 year design life for standard duty areas. For areas that will be subjected to truck traffic, we estimated 175,000 for these heavy duty areas. The subgrade should be prepared as described in previous sections. Parameters used in design area as follows:

Table 4- Design Parameters

Parameter Value

Reliability 85%

Standard Deviation 0.45

Initial Serviceability 4.2

Terminal Serviceability 2.2

Subgrade CBR 3.0

Resilient Modulus 5000 psi

HBP Layer Coefficient 0.42

Aggregate Base Layer Coefficient 0.12

Drainage Factor of Base and Subbase 1.0

The granular base course should meet the specifications as outlined in Section 816 of the

North Dakota Department of Transportation's "Standard Specifications for Road and Bridge

Construction" for Class 5 aggregate. The base material should be compacted to at least 100% of the maximum density as determined by ASTM D 698 at a moisture content that facilitates compaction.

For standard duty pavements, we recommend that the minimum section consist of a 3 inches of hot bituminous pavement (HBP) over 12 inches of granular base course and geotextile fabric. For heavy duty pavements, we recommend that the minimum section consist of 4 inches cif hot bituminous pavement (HBP} over 12 inches of granular base course and geotextile fabric.

Adequate drainage should be considered imperative to prolong the life of the pavement, particularly on sites with expansive soils. The pavement should be properly sloped to catch basins or appropriate inlets, as necessary. We recommend a minimum slope of 1% and preferably 2%.

The bituminous pavement should be composed of a quality mix such as NDDOT Class 29 or equivalent. The design criteria should be based upon a Marshall Mix design method of 50 blows. The mix design criteria for the bituminous surface should include, but not necessarily be limited to, the following values:

Table 5- Mix Design Criteria

I Mix Design Properties I . Design criteria I Compaction 95% Marshall Density

Stability Minimum 1200 pounds

Flow 8-18 (1/100"}

Air Voids 2-5%

We recommend that a separation geotextile, meeting the Type R1 specifications as outlined in Section 858 of the North Dakota Department of Transportation's "Standard Specifications for Road and Bridge Construction", be placed on the prepared subgrade. The manufacturer's recommendations should be followed when installing the geotextile.

6.11. Rigid Design

For standard duty pavements, we recommend that rigid pavement consist of 5 inches of unreinforced concrete pavement on a minimum of 6 inches of NDDOT Class 5 base course.

For heavy duty pavements, we recommend that rigid pavement consist of 6 inches of unreinforced concrete pavement on a minimum of 6 inches of NDDOT Class 5 base course.

The concrete mix should have proven success or a mix design should be established for proper proportions of aggregate, cement, water and any admixtures. The concrete should be handled, placed and cured according to current ACI guidelines and specifications for exterior concrete. The concrete should have a minimum compressive strength of 4000 psi. The

·Concrete should be placed with a maximum water/cement ratio of 0.45 and should have air entrainment between 5 and 7 percent.

·Maintenance should be performed on all pavements on a regular basis. Cracks should be properly sealed as soon as they are observed.

6.12. Sensitive Exterior Slabs

Sensitive slabs are slabs that cannot tolerate much movement without causing some difficulties. An example would be the sidewalk or steps in front of a doorway. It is not intended to include all exterior sidewalks and driveways, etc.

Due to the potential for frost movement for exterior slabs, precautions should be taken to minimize future post-construction movement of sensitive slabs due to frost action. Options available include excavating frost susceptible soils to a depth of 5 feet below the slabs and replacing them with non frost susceptible sand containing less than 5 percent passing the

#200 sieve by weight. Another option would be to place at least 3 inches of extruded · polystyrene foam insulation below the slabs and extend it at least 5 feet laterally past the edge of the slabs. Typically, 6 to 12 inches of sand is placed above the insulation for protection. A third option is to support the slabs or steps on foundations taken to frost depth. At least a 4-inch void should be provided below the slabs if this option is used.

Material Testing Serv.ices, LLC

6.13. Site Classification for Seismic Design

The 2009 IBC manual indicates that the Site Class is based on soil parameters of the upper

100 feet of soil. Parameters which can be used include soil shear wave velocity, standard penetration resistance and soil undrained shear strength. Table 1613.5.2 presents the Site

Class Definitions. If soil data to a depth of 100 feet is not available in sufficient detail to use

Table 1613.5.2, Site Class D shall be used unless the building official or geotechnical data determines that Site Class E or F soil is likely to be present at the site. Based on the available test data, we have no indication that either Site Class E or F soils are present. Therefore, we recommend that Site Class D be assumed. If the Site Class for this project must be determined using subsurface data to 100 feet, it is necessary that you contact us for additional drilling services.

6.14. Excavation Slopes

Safe excavation slopes should be provided in accordance with current OSHA requirements.

These regulations are found in the Federal Register, Tuesday, October 31, 1989, Part II, Department of Labor, Occupational Safety and Health Administration {OSHA), 29 CFR Part

1926, Occupational Safety and Health Administration, Standard-Excavation; Final Rule. Based on the boring logs, the existing clay soils above groundwater should be considered Type B.

Sandy soils and soils below the water table should be considered Type C. The type of excavation will have to be verified by the contractor at the time of construction.

7. Construction Testing and Observations

We recommend that qualified field personnel be on site at the following times to observe the site soil conditions.

7.1.Site Preparation

We recommend that the site be observed after stripping by the geotechnical engineer or his representative prior to placement of controlled, compacted fill. The proposed fill should also be approved by the geotechnical engineer prior to use.

7.2. Pavement Subgrade Preparation and Fill Operations

We recommend a representative number of compaction tests be taken during pavement subgrade preparation and placement of new fill. The tests should be performed to determine if the recommended compaction was achieved. As a general guideline, tests should be taken for each 10,000 square feet, and for each 1 foot of fill thickness.

7 .3. Backfilling Operations

We recommend a representative number of compaction tests be taken during placement of the new fill. Compaction tests should also be performed during construction for foundation backfill, utility lines, etc .. The tests should be performed to determine if the recommended compaction was achieved. As a general guideline, tests should be taken for each 2,000 square feet embankment fill, every 75 to 100 feet in trench fill, and for each 2 feet of fill thickness.

7.4. Foundation Excavations

We also recommend that all footing excavations be observed by the geotechnical engineer or his representative. He would aid in determining if the exposed soils are capable of supporting the design load bearing pressures.

This report is written by:

Rusten R.L. Roteliuk, P.E.

Geotechnical Engineer

Appendix A

Site Sketch Profile and Boring logs

Symbols and Descriptive Terminology used on Logs Soil Classification Chart

I I

I I

I I v

I I

I

I

I

I I

I

I

I

I

I

I

I

SECURITY

FORCES

BUILDING 547

I I I I I I I I

----1 I I I I I I I

MINOT AFB, NORTH DAKOTA

INDOOR FIRING RANGE

AUGUST 2012

SITE PLAN

ol tool ~I JOO[ 100.0'

0 100 2 0 300 400 500 6'00 2 700 8DO 900 I .,. l OL . .,. ? ··············· ..••••••.••...•.••. ; 4 j· s :: .± '' ''. ~ .~~ ·: ;;, ;,L~ .•. 9 ~~~;

"N" 3

'tit'' 100

90·

8 6·

82·

80·

7 6· tt' .16: ..•.

.10 .. ·•· w···'·

·1r , .. , ............ 11: ..

5;1:

... n .... n·

.13:.

·1!;:

... 'i I> .. ,,, ·g·

I ·· · · f2:;22J · · . . . . . . . . . . . . ... ·. . . . . . . 7 o 0 100 200 ~1\11 41\1\ t;/11\ ······· to:/111 11111 168 Of\/\ ili\0

Boring North East Elev. Depth 1 0 100 102.1 21.0

2 0 200 101.2 21.0 I SOIL PROFILE DIAGRAM

3 0 300 99.5 31.0 4 0 400 99.9 21.0 Material Testing Services, LLC 5 0 500 100.4 31.0 6 0 600 101.5 21.0 Indoor Firing Range 7 0 700 103.5 31.0 8 0 800 102.0 21.0 MAFB, North Dakota

9 0 900 101.6 21.0 I PROJECT# DATE PLATE

12-532 Sep 12 1

0 50 100 150 200 25{) 300 100 .. 350 " 100

. 'I•N"

. \•·N·~-

. n· .IXX>l FILL 99 . "16'. R>?>l" FILL .

10 FILL

IJO "FILL' .. '•lr\jh''

"OL""

"CL.

97 .. "lQ:. 97

96· 96

95· 95

94 94

93- 93

92· 92

91· . 91

90·· .. 90

89~--------~----------~----------~~--------~~--~------~~--------~~----------~~--------~ 89

Boring North East Elev.

10 0 1000 98.5 11 0 1100 98.0 12 0 1200 99.0 13 0 1300 99.5

Depth 8.5 8.5 8.5 8.5

SOIL PROFILE DIAGRAM

Material Testihg Services, LLC

PROJECT#

12-532

I Indoor Firing Range

MAFB, North Dakota

OAt£

Sep 12

PLATE

MATERIAL TESTING SERVJCES, LLC BORJNG NUMBER 1 SHEET 1 OF 1

Box 634 PROJECT Indoor Firing Range

Minot, North Dakota 58702 PROJECT LOCATION MAFB, North Dakota I (701) 852-5553 I PROJECT NUMBER 12-532

SOIL BORING RECORD START DATE 9/11112 FINISH DATE 9/11112

~ SAMPLE I TEST RESULTS

'-.E-< C5 '- ~ ::r::G.. 0 :z E-<

E-<- H OG.. ~

"' H - Cf) E-< CLI o'P ~ l:ii:Z u 0 - l:il ""' c:r:- a~ Uc'P 'H E-< 'H r::r:>-'1 H-

00 SOJL DESCRIPTION H ~ ::r:: GEOLOGY l:il :z 0 :::::> '- l:ill:il :::>E-< H E-< U)

H H > E-< "' l:il

>-'1 (f] E-<> E-<:Z :::>E-< CllE-< -IJ c:r:E-< 0 l:il "' >-< C5 - ~ 8: ~l:il (f]l:il OH ~H -i:ii.O.: (:Q >-'1 l:il E-< l:il > 0 8:>-'1 HE-< H;:s >-'1::8 >-<> ::8 l:il 0 >-'1 0 H o:z HH P-<H tJ' ,O.:i:ii >-< :z (:Q ::80 >-'1 >-'1 "' >-'1>-'1 Cf) u l:il 0 Topsoil, Organic Lean Clav, dark brown, dry, [ - 102.1 I Topsoil SB

IX

1.0

101.1 \(OL) ~~ Glacial Till S•odv L"" Cl>y, bm= to gmycl> bmwo,' ~ SB f- 13 trace of gravel, a few lignite fragments, dry to X moist, finn to hard, (CL)

SB :----

5 X 97.1

SB

I :--

10 10 SB

~ 92.1 r-- 13 SB

15 SB

87.1 X

I f-

17 20 SB

IX 82.1

21.0

81.1 End of Boring

NNI =None Measurable

DRILLER BG

I

I SAMPLED CASING I CAVE-IN I DRILLING

I

WATER

"' ..1 E-< DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL

METHOD 4"FA ~ z

01 ~ /11/201~ 1225 I 21 I I 19.5 I NM

JN

..1

~ LOGGER p; /17/201~ I I I I 1000 - 19.3 NM

JW

"' REVIEWER E-< .: I I I I I ~ ~

DRILL RIG C:ME45 I I I I I I

MATERIAL TESTING SERVICES, LLC BORJNG "NUMBER 2 SHEET 1 OF 1

Minot, North Dakota 58702

(701) 852-5553

PROJECT LOCATION MAFB, North Dakota PROJECT NUTviBER 12-532

SOIL BORING RECORD START DATE 9/11/12 FWISHDATE 9/11/12

- SAHPLE I TEST RESULTS

'--~'--< l'l '-- - :I;"'-< 0 z E-< E-<- r-'l 0"'-< - - - "' H - (!) E-< G:J o\O -wz u 0 - w "'-' o::- Cl c,\0 Uo\O

4-l E-< 4-l 0::>--'l H- 00 SOIL DESCRIPTION H A: :r:: GEOLOGY w z 0 8 '-- ww 81'-< H-

E-< Ul

H r-'l :> E-< 0.., w 0.. r-'l (!) E-<:> E-<Z 81'-< UJE-< +-' O::E-< 0 w "' >-< l'l - A: :s f'CW UJW OH f'CH - Wf'C c:Q r-'l w E-< w :> 0 :Sr-'l HE-< Hz r-'l:S :>-<:> :8 w 0 r-'l 0 r-'l oz r-'JH O...H tr' ,:CW >-< z c:Q 2::0 r-'l r-'l

0.., r-'lr-'l (!) u w 0

1 . ol Topsoil, Organic Lean Clav. dark brown, dry,

101.2 Topsoil SB

IX

I 100 :2t\(OL) I Glacial Till

Sandv Lean Clay. brov.'Il, a trace of gravel, a I'--

16 12 SB

IX

few lignite fragments, dry to moist, ftrm to hard, (CL)

SB

f- 12

5.5 ~ 5 IX 96.2

95.7 Sand with gravel, brown, fine to coarse Coarse Alluvium f- 6 .--§ \grained, dry, medium dense, (SP) r~ Glacial Till

94.7 f-

Sandv Lean Clay, brown to grayish brown, a SB

IX

trace of gravel, lenses of sand, a few lignite I fragments, moist, firm to hard, (CL) 1'--

I SB

f-

13 10

IX 91.2

I'--f--

13 I SB

IX

I'-

I f--

13 15 SB

IX 86.2

1'--

I

I SB

f-- 17 20

IX 81.2

21.0

80.2 End of Boring

NM =None Measurable

BG I I I S~LED I CASING I CAVE-IN DRILLING

I

WATER

DRILLER {/)

..:I

"' DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL

METHOD 4"FA ~ z

~ ~ /11/201~ 1105 I 21 I I 19.2 I NH

LOGGER JN 0: ~ /17/201~ I I I I I 1000 - 19.1 NH

"' ~ REVIEWER JW "' I I I I I I ~ ~

DRILL RIG ClHE45 I I I I I

MATERIAL TESTING SERVICES, LLC BORING NUrvfBER 3 SHEET 1 OF 1

Minot, North Dakota 58702

(701) 852-5553 PROJECT LOCATION MAFB, North Dakota

PROJECT NU!vfBER 12-532

SOIL BORING RECORD START DATE 9/10/12 FINISH DATE 9/10/12

~ SA!1PLE I TEST RESULTS

'--.1:--< 0 "-- ~ :r::k. 0 z E-< ~:--<- >..:J 0 k. ~

~ -p_, H - (f) E-< [i:Jo',O ~ i:i!Z u 0 ~ w G., 0:::- oo\0 UG'P 4-< E-< 4-< (:<:>..:J H- 00 SOIL DESCRIPTION H ~ :r:: GEOLOGY i:i! z 0 :::::> "-- Lili:i! :::::>~:--< H-

E-< (f)

H >..:J > E-< p_, i:i! P.. >..:J (f)

E-<:> E-<Z :::>I:-< UJE-< P..

O:::E-< 0 Lil p_, >-< 0 - ~ 8: ~Lil (f)[ij ()1H ~H -

Li!I"C p:j >--'l w E-< w > 0 8:>--'l HE-< H;E >--'l:E >-<> :E w 0 >..:J 0 >..:J oz ....:JH P-!H ;::1 ~w >-< :z; p:j :EO >--'l >..:J

()I >--'l>--'l (f) u

Lil 0 Fill, mostly Organic Lean Clav, brown and 99.5 Fill SB

X dark brovvn mixed, a trace of gravel, pockets of sand, dry to moist, (OL) -

SB

IX

SB 1:---c 11

5.0 5 ~ 115.2 94.5 Sandv Lean Clav, brown to grayish brown, a

I

94.5 Glacial Till 3T 16 6264

trace of gravel, a few lignite fragments, moist, fum, (CL) 3T samples taken at 5' to 6' and 7' to 9' from SB ; 109. o 9 16 4246 secondary boring. I 3T .!.

SB

9 10

X I 89.5

I

SB

I 15 SB 1:---c 11

84.5 IX

F--'

18.0 ~

81.5 Sand, brovm, frne to medium grained, 1··.·· Coarse Alluvium 'Sj_ waterbearing, medium dense, (SP)

SB

20 20

X 79.5

23.0

76.5 Sandv Lean Clav, grayish brown, a trace of

I Glacial Till gravel, lenses of sand, a few lignite fragroents, moist, finn, (CL) 25 SB

74.5

I F--

I ,..--

14 30 SB

IX 69.5

31.0

68.5 End of Boring

I I

DRILLER PC SAMPLED CASING I CAVE-IN I DRILLING

I

WATER

rn >-1 E-< DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL METHOD 4"FA ~ z

"' ~ /10/201 1410 31 I 24.8 1 I 18.7

JN

>-1

~ LOGGER ~ /17/201~ I I I I I 1000 - 18.6 8.0

"' rn

REVIEWER JW E-< .,; I I I I I ~ ~

DRILL RIG CME45 I I I I I

MATERIAL TESTING SERVICES, LLC BORmG NUMBER 4 SHEET 1 OF 1

Minot, North Dakota 58702

(701) 852-5553

PROJECT LOCATION MAFB, North Dakota

I ll

PROJECT 1\TUMBER 12-532

SOIL BORING RECORD START DATE 9/11/12 FINISH DATE 9/11/12

- SANPLE I TEST RESULTS

"-..E-1 (.9 "--:r::rx., 0 ZE-1 E-<- H orx., - -p_, H - CfJ E-1 l:il o'P -wz u 0 - 1:£1 rx., o;- 0 o\o Uo'P 'H E-1 'H p;H H-

00 SOIL DESCRIPTION H A: :r:: GEOLOGY 1:£1 z 0 :::::> "- 1:£11:£1 :::::>E-1 H-- !"-< <fJ

H H > E-1 p_, 1:£1 0, H CfJ E-<> E-<Z gE-1 CfJE-1 -1-' o;E-< 0 1:£1 p_, >-< (.9 - A: :s ,:t:i:£1 Cfli:£1 ~H - WA: tll H 1:£1 E-1 1:£1 > 0 :SH HE-1 HH

H2 >-<> 2 1:£1 0 H 0 H oz H2 P-!H 0' ,:t:i:£1 >-< z tll ?:;0 H p_, H -H HH CfJ u

1:£1 0

2. ol

To[!soil; Organic Lean Clav, dark brovvn, dry, 91 Topsoil

SB

IX

(OL)

I'--

97.9 Sandy Lean Clav, light gray, mottled to brown, I Glacial Till SB

IX

a trace of gravel, pockets of lime-like material, a few lignite fragments, dry to moist, firm, (CL) f-

I

SB

IX

94.9 16

6.5 f---

93.4 Sand with silt, brown, fme to coarse grained, a Coarse Alluvium f---little gravel, waterbearing, medium dense, SB

IX

9.0 (SP-SM) f--

90.9 Sandy Lean Clay, brown to grayish brown, a Glacial Till 1---trace of gravel, a few lignite fra,oments, moist, 10 SB

IX

89.9 fum, (CL) I'-

I--

11 SB

IX '¥ I'-

SB

l--

11 15

~ 84.9

20 SB ~- 13

79.9

21.0

78.9 End of Boring

NM =None Measurable

BG I

I SAMPLED CASING I CAVE-IN I DRILLING

I

WATER

DRILLER til ...:1 E-< DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL

METHOD 4"FA ~ z

"' ~ /ll/201~ 1030 I 21 I I 16.5 I 13.5

JN

...:1

~ LOGGER 0: /17/201~ 1000 I - I I 8.9 I NM

"' til

REVIEWER JW E-< ,; I I I I I ~ ~

DRILL RIG C!VIE 45 I I I 1 I

MATERIAL TESTING SERVICES, LLC BORING NUMBER 5 SHEET 1 OF 1

Minot, North Dakota 58702 PROJECT LOCATION MAFB, North Dakota

(701) 852-5553

PROJECT NUMBER 12-532

SOIL BORING RECORD STJ\RTDATE 9/10/12 FINISH DATE 9/10/12

- SAMPLE I TEST RESULTS

--...._ E-< l9 --...._- ::r::Gc, 0 2 E--< E--<- ....:1 0"" - - - P-< H - - (f) E-< W c\O

O a\o U o\O -wz u E-< 0 4-l t:il rr.. p::;,_:j o:;- H- 4-l

00 SOIL DESCRJ}JTION H F't: ::r:: GEOLOGY t:il 2 0 ::> --...._ t:iit:il ::>E--< H-

E-< U)

H ....:1 > E-< P-< ril 0.. ....:1 (f) E--<> E--<2 ::>E--< UlE-< -1-l o:;E-< 0 t:il P-< >-< l9 - ~ :s: «:W Ulri! OH F'l:;H -w«: a:1 ....:1 t:il E-< t:il 0 :S:....:l HE-< H2 ,_::j2 >-<> 2 t:il 0 ....:1 0

,_::j 02 HH P-<H tJ'

F'l:;t:il >-< 2 Jil 20 ....:1 ....:1 P-<

....:1....:1 (f) u t:il 0

To[!soil, Organic Lean Clav, dark brovvn, dry, ~ =

100.4 Topsoil SB

IX

1.5 (OL)

98 ,_2 ~~and, brown, medium grained, dry, medium !~ rr;::~~~ "llnvi11m 1'---

SB 16

2.0 dense, (SP) I Glacial Till

IX 98.4

Sandv Lean Clay, brown to grayish brown, a tr.ace of grave~ lenses of sand, a few lignite f--

10 SB

IX fragments, dry to moist, firm to hard, ( CL) I 5 95.4

I f--f--

10 SB

IX

f--f-- 10 .!:

I

10 SB

~ 90.4

I

SB ~ 11

I'--

SB

1.--

13 15 IX 85.4

I'--

'Sl.

1--

15 20 SB

~ 80.4

25 SB ~ 16

75.4

I I'--

I 30 SB

f-- 23

70.4 IX 31.0

69.41 EndofBoring

.I

PC

I I

SAMPLED I CASING I CAVE-IN DRILLING WATER

DRILLER "' ..:1 E-< DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL

METHOD 4"FA ~ z ., ~ /10/201~ 1150 I 31 I I 17.1 17.0

JN

..:1

~ LOGGER 0: \l/17/201~ 1000 - I 1 20.0 I I 9.8 ., !2 REVIEWER JW E-<

I I I I I ~ ~

MATERIAL TESTING SERVICES, LLC BORlNG NUMBER 6 SHEET 1 OF 1

Minot, North Dakota 58702

(701) 852-5553

PROJECT LOCATION MAFB, North Dakota PROJECT NlJivffiER 12-532

SOIL BORING RECORD START DATE 9/10/12 Fll\TJSH DATE 9/10/12

- SA!-1PLE I TEST RESULTS

'--E'-< l'J

----- -::r::JJ.J 0 ZE-< E-<- H OGc. - - - P-! H - (f) E-< GJ o',O -wz u 0 - ""' ""' n;- oo'.a Uo\D "-1 E-< "-1 n;H H-oo SOIL DESCRIPTION . H ~ ::r:: GEOLOGY w· z 0 :::::>

:::>E-< H-

E-< If)

H H > E-< P-!

""' 0., H (f) E-<> E--<Z :::>E-< CflH 0., n;E-< 0 ""' P-! >-< l'J - ~ :s

Cfll'i) ()IH ~H -

p) H

E-<

> 0 :SH HE-< H;s H:S

:8 ""' 0 H 0 H oz HH P-!H ;::J

~""' >-< z p) :so H H ()I HH (f) u

""' 0

To[!soil, Organic Lean Clav, dark brown, dry, ~ -

101.5 Topsoil SB

IX

1.5 (OL)

100.0 Clavey Sand, brown, a trace of gravel, moist, ~

Glacial Till F--

SB 111.' 7 13

soft, (SC)

~ IX 4. 0

97.5 Sandv Lean Clav, brown to grayish brown, a

I

SB 1/110.0 7 17 32 15 3069

trace of gravel, a few lignite fragments, moist, 96.5 3T soft to hard, (CL) 1\

3T sample taken at 4' to 6' from secondary boring. SB r- 10

IX

I f---

SB

I:-

11 10

IX 91.5

F--

SB

lc-

~ IX

F--

F--

16 15 SB

IX 86.5

F--

I

SB

1:- 21 20

IX 81.5

21.0

80.5 End of Boring

NM =None Measurable

PC I I

SAMPLED CASING CAVE-IN DRILLING I WATER

DRILLER "' >'I DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL

METHOD 4"FA z

"' ~ ~/10/201~ 1520 I 21 I 19.6 I NM

JN

>'I

~ LOGGER 0: e/17/201~ I 18.2

1000 - 19.0

JW 8

~ REVIEWER ~ I I I I

DRILL RIG C!VIE 45 I I I

MATERIAL TESTING SERVICES, LLC BORING 1'\TUMBER 7 SHEET 1 OF 1

Minot, North Dakota 58702

(701) 852-5553 PROJECT LOCATION MAFB, North Dakota

PROJECT NU1YIBER 12-532

I SOIL BORING RECORD START DATE 9/10/12 FINISH DATE 9/10/12

- SAMPLE I TEST RESULTS

'-..E-1 CCJ '-.,. -

::C:G.. 0 z E-1 E-~-

,_:j OG.. - - - 0-. H - - Ul E-1 Cil o'P

0 o\D Uo\O -i:i!Z ·U E-1 0 4-l i:i! G., O::f--=1 o::- H- 4-l

00 SOIL DESCRIPTION H

~ :r:: GEOLOGY j:i) z 0 :::::> '-.,. l:i)!:i! :::::>E-1 H-

E-1 U)

H ,_:j E-1 0-. j:i) 0.

,_:j Ul E-~> E-IZ :::::>E-1 Ul~C-i .w

O::E-1 0 j:i) 0-. >-< CCJ - .0:: :s: .O::!:i! Ul!:i! OH ,O::H -i:i!.O:: r:o ,_:j i:i! E-1 j:i) > 0 :S:f--=1 HIC-i H:>:; f--=1:8 >-<> :>:: i:i! 0

,_:j

,_:j oz ,_:jH 0-.H 0' ,O::!:i! >-< z r:o :so ,_:j ,_:j 0-.

,_:jf--=1 Ul u i:i! 0

Topsoil, Organic Lean Clav, dark brovm, dry, f- -

103.5 Topsoil SB

IX

l.O -

102.5 1\(0L) I~ Glacial Till SandY Lean Clay, brovm to grayish brovm, a SB

1'-trace of gravel, a few lignite fragments, dry to

I IX moist, soft to hard, (CL)

7 SB

IX 5

98.5 f--f--

12 SB

I I--

10 SB

93.5

SB ~ 11

I 1'-

SB

I--

12 15 IX 88.5

f--

I I--

20 SB

83.5

I

25 SB ~ 16

78.5 .!.

f--

I f--

30 SB

IX

73.5 31.0

72.5 End of Boring

I I I I NM =None Measurable

PC I I

SAMPLED I CASING CAVE-IN DRILLING WATER

DRILLER (/) >-1 8 DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL

METHOD 4"FA ~ z ., I /10/201~ 1045 31 I 29.7 I NM

>-1

LOGGER JN ~ ~/17/201~ I I 27.4 25.5 1000 -.,

REVIEWER JW 8 <>: I I ~ ~

DRILL RIG CME45 I. I I

MATERIAL TESTING SERVICES, LLC BORING NUMBER 8 SHEET 1 OF 1

Minot, North Dakota 58702

(701) 852-5553 PROJECT LOCATION MAFB, North Dakota

PROJECT l\TUiviBER 12-532 SOIL BORlNG RECORD START DATE 9/11/12 Fil\TISH DATE 9/11/12

~ SAMPLE I TEST RESOLTS

"-~'-< l9 "- ~ ::r::~ 0 :ZE-< E-<- e..:J 0~

0.. - ({) E-< Wo'.o ~

H ~ oo\0 U o\?

i:LI:Z u E-< 0 4--j i:£1 ~ O::e..:J 0::- H- 4--j oo SOIL DESCRIPTION H f't; ::r:: GEOLOGY i:£1 :z 0 :::::> --.-.. ww :::>E-< H- E-< lfJ

H e..:J > E-< 0.. i:£1 0.. e..:J Ul E-<> E-<:Z 8 +-' O::E-< 0 >-< l9 f't; :s Cfli:£1 a~'-< CflE-< -w 0.. - ,:t;i:£1 f't;H

~:g:

p:) E-< w > 0 HE-< HH :s e..:J i:£1 e..:J e..:J :Se..:J o:z e..:J:s e..:J:S tJ' w 0 0 O..H f't;W >-< :z p:) :so H 0..

e..:Je-:l ({) u e..:J e..:J l:il 0 Fill, mostly Organic Lean Clay, brown and

102.0 Fill SB

IX

dark brown mixed, dry, (OL) 2.0

100.0 Clavev Sand, brown, a trace of gravel, lenses

Glacial Till SB f--- 8 of sand, moist, soft, (SC) IX 4.0 ~ f---

98.0 Sandv Lean Clay, brown to grayish brown, a

I

SB

IX

trace of gravel, lenses of sand, a few lignite

97.0 fragments, moist, finn to hard, (CL) f--c-

14 SB

IX

f--l--

9 10 SB

IX .Y 92.0

f--l--

14 SB

IX

1'-

SB

f---

14 15

~ 87.0

Sl.

I c- 19 20 SB

IX 82.0

21.0

81.0 End of Boring

BG

I

I SAMPLED CASING I CAVE-IN·I DRILLING I WATER

DRILLER U) H E-< DATE TIME DEPTH DEPTH DEPTH . MUD LEVEL LEVEL

METHOD 4"FA ~ z "' ~ b/11/2011 955 I 21 I I 17.7 I I 16.3

JN '"" ~ LOGGER ..: b/17/201~ I I 1 I I 10.2

1000 - 14.8

JW E-< U)

REVIEWER ~

.0: I I I I I I ~

DRILL RIG CJVIE 45 I I I I I I

MATERIAL TESTING SERVICES, LLC BORING NUMBER 9 SHEET 1 OF 1

Minot, North Dakota 58702 PROJECT LOCATION MAFB, North Dakota I l

(701) 852-5553

PROJECT NUMBER 12-532 I SOIL BORING RECORD START DATE 9/10/12 FINISH DATE 9/10/12

- SAMPLE I TEST RESULTS

"-E-; l'J "- - ::r::"'-' 0 ZE-< E-;- H 0"'"' - - 0... H - - (f) E-; W o'.O

0 a·,o Uc\0 -i:i!Z u E-; Cl 4-l l:i!

p;,_:j p;- H- 4-l

C!O SOIL DESCRIPTION H l'l; ::r:: GEOLOGY l:i! z u :::::> "- i:i!l:i! :::>E-; H- E-; U)

H H > E-; 0... l:i! .:.:1 (f) E-<> E-<Z :::::>('-; -1-' 0 :>-< l'J p_, ~ 8: (f)l:i)

(f)('-; -p;E-; l:i! 0... - ~l:i! ()IH l'l;H l:i!~ (11 H l:i! E-; l:i! > 0 :SH HE-; H:;>:; H:8 >-<> :;;:: l:i! Cl H 0 H oz HH P-!H t:r ~l:i! >; z (11 :80 H H 0...

HH (f) u l:i! 0

Fill, mostlv Organic Lean Clav, brown and 101.6 Fill SB

X dark brown mixed, dry, (OL) 2.0 f--..' 11 99.6 Fill, mostl.Y Sandy Lean Cla,Y, brown and dark SB

X brown mixed, a trace of gravel, traces of topsoil, 16

4.0 dry to moist, fum, ( CL) ~ '-----

97.6

Glacial Till SB

IX

Sandv Lean Clav, brown to grayish brovvn, a 5 trace of gravel, a few lignite fragments, moist, 96.6 113. 15 firm to hard, (CL} ~ f--

I f--

11 SB

I f--

12 10 SB

~ I 91.6

I SB X 16

I 15 SB ~ 11

86.6

I '------'

I I ~

13 20 SB X 81. 6

21.0

80.6 End of Boring

NM =None Measurable

PC

I I

SAMPLED

I

CASING CAVE-IN I DRILLING

I

WATER

DRILLER

~ Ill

E-< DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL

4"FA ~ z

METHOD ~ /10/201~ I I I I I "' 1645 21 19.1 NM

LOGGER JN n: ~ /17/201~ 1000 - I 19.1 I I NM

"' II)

REVIEWER JW E-< ..: I r I I ~ ~

DRILL RIG CME45 I I I I

MATERIAL TESTING SERVICES, LLC BORING NillviBER 10 SHEET 1 OF 1

Minot, North Dakota 58702 PROJECT LOCATION MAFB, North Dakota

(701) 852-5553 PROJECT NillviBER 12-532

SOIL BORING RECORD START DATE 9/11/12 FINISH DATE 9/11112

~ SANPLE I TEST RESULTS

'---~'-< (.9 '- ~ :r::~:z., 0 ZE--< E--<- >-4 o~:z., ~ H - ~

(f) E--< GJ o\O 0 o\':J U G\0 wz u E--< 0 'H w Go., a:;>-4 a;- H- 'H

00 SOIL DESCRIPTION H ,:t; :r:: GEOLOGY w z u :::::> '- ww :::>E--< H- E--< Ul

H >-4 > E--< ~ w p, >-4 (f) E--<> E--<Z :::>I'-< (f)f-<

-W a:;E--< 0 w ~ >-< ~ - :; :s ,:t;W (f)r.LI ()IH ,:t;H -w,:t; iil >-4 w E--< w 0 :S>-4 HE-< H2:; >-4:8 >-<> :8 w 0 >-4 0 >-4 oz HH ~H 0' ,:t;W >-< z iil 20 >-4 >-4 ~

>-4>-4 (f) u w 0

z. ol Fill, mostlv Sandv Lean Clav, brown and dark ~~ 98.51Fill SB

X brown mixed, a trace of gravel, pockets of ~ topsoil, dry, (CL) >S f----'

96.5

I Glacial Till SB

X

Sandy Lean Clay, brown, a trace of gravel, lenses ofsand, a few lignite fra,oments, moist, soft to fum, ( CL) ;.-

9 SB

X 5 93.5

I '---

SB

IX

8.5

90.0 End of Boring

NM =None Measurable

BG I SAMPLED

I

CASING I CAVE-IN I DRILLING

I

WATER

DRILLER

..1

E-< DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL

4"FA ~ z METHOD r;j I I I I I "' /11/201 1435 8.5 7.0 NM

..1

LOGGER JN ..: ~ /17/2014 1000 I I 7.0 I 6.9 -

REVIEWER JW E-<

~ I I I I ~ DRILL RIG C!VlE 45 I I I I

MATERIAL TESTING SERVICES, LLC BORING NUMBER 11 SHEET 1 OF 1

Minot, North Dakota 58702 PROJECT LOCATION MAFB, North Dakota

(701) 852-5553

PROJECT 1\TID.1BER 12-532

SOIL BORING RECORD START DATE 9/11/12 FINISH DATE 9/11/12

- SA.MPLE I TEST RESULTS

'-.!'-< l'J '-- -::r::"'-' 0 z E-< ~:-<- H 0"'-' - - - P-! H - - (fJ E-< i:£1 o'.O Q o\D U o\o -t:i!Z u E-< 0 'H w "'-' p:;H o:;- H- 'H

00 SOIL DESCRIPTION H

~ ::r:: GEOLOGY t:i! z u ::::::> '-- ww 81:-< H-

E-< U)

H H E-< P-! w p, H (fJ E-<~ E-<Z 81:-< CfJE-< -1--l o:;E-< 0 w P-! >-< l'J - ~ :s ,:t;t:i! (f]t:ij ()IH ,:CH -t:i!.:t:: iil H w E-< w 0 :SH HE-< H;s r-:J:S >-<~ :2 w 0 H 0 r-:l oz HH P-!H 0' ,:t;W >-< z iil :20 r-:l r-:l P-!

r-:Jr-:l (fJ u w 0 U.J \fopsoil, Organic Lean Clay, dark brown, dry, (

98.0 T"n<"il SB

IX

97.5

(OL) Glacial Till

Sandy Lean Clay, brown, a trace of gravel, a I SB f----: 10 few pockets of lime-like material, a few lignite X fragments, moist, soft to finn, (CL)

I c---

9 SB

IX 5

I 93.0 f---l--

~ SB

IX

8.5

89.5 End of Boring

NM =None Measurable

BG I I SAMPLED CASING I CAVE-IN I DRILLING

I

WATER

DRILLER Ul ..:1 8 DATE TIME DEPTH DEPTH DEPTH MUD LEVEL LEVEL

METHOD 4"FA ~ z ., ~ /11/201 1340 I 8.5 I 7.2 I I NM

JN

..:1

~ LOGGER 0: p/17/201 1000 I - I 7.2 I I NM ., Ul

REVIEWER JW 8 .0: I I I I ~ ~

MATERIAL TESTING SERVICES, LLC BORING NUMBER 12 SHEET 1 OF 1

Minot, North Dakota 58702 PROJECT LOCATION MAFB, North Dakota

(701) 852-5553 PROJECT NillviBER 12-532

SOIL BORING RECORD START DATE 9/11/12 FINISH DATE 9/11/12

- SANPLE I TEST RESULTS

'-..f-; CCJ "- - ::r::~ 0 z f-;

E-;- >--=! 0~ - - -p_, H - (!) f-; r:LI o'P -r.L!Z u 0 - j:i) ~ p:;- 0o'P U o'.O 'H f-; 'H 0::>--=1 H-

00 SOIL DESCRIPTION H >':( ::r:: GEOLOGY j:i) z 0 :::::> "- r.L!I'il :::>E-< H-f-; Ul

H ....:1 > f-; p_, '-'1 >--=! (!) E-<> E-<Z :::>f-; _,_, 0 >-< CCJ 0, >':( :s: (l)j:i) (l)f-; -cr;E-; j:i) p_, - >':t:'-'1 ()IH >':t;H j:ij>':( m ....:1 j:i) E-< '-'1 > 0 :S:....:1 HE-< H;:s ....:1:8 >-<> :8 j:i) 0 ....:1 0 ....:1 oz HH O.,H tJ'

>':t;'-'1 >-< z m :so ....:1 ....:1 p_, ....:1....:1 (!) u j:i) 0

U....< t\ Fill, mostlv Organic Lean Clay, dark brown, I 99.0 Fill SB

98.8 I \dry, (OL)

Fill, mostly Sandy Lean Clav, brown and dark f--

10 SB

IX

brown mixed, numerous pockets of topsoil, moist, (CL) f--

5 SB

IX

5.0 5

94.0 Sandy Lean Clav, grayish brown, mottled to I

94.0 Glacial Till

brown, a trace of gravel, a few lignite fragments, f---moist, soft to fiiiD, (CL)

R

~ SB 10

8.5

90.5 End…