Attachment 12 - Geotechnical Report - West Texas VA CLC.pdf

Geotechnical Engineering Report V.A. Hospital

Big Spring, Texas

July 12, 2012

Terracon Project No. A4125053

Prepared for:

Broderick Engineering, LLC

Mesa, Arizona

Prepared by:

Terracon Consultants, Inc.

Midland, Texas

TABLE OF CONTENTS

Page EXECUTIVE SUMMARY………………………………………………………………………..i

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Description

2.2 Site Location and Description

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

3.2 Groundwater

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

4.2 Earthwork

4.2.1 Site Preparation

4.2.2 Suitable Fill

4.2.3 Compaction Requirements

4.2.4 Utilities

4.3 Shallow Foundations

4.3.1 Design Recommendations

4.3.2 Spread Footings - Construction Considerations

4.4 Floor Slab

4.4.1 Design Recommendations

4.4.2 Construction Considerations

4.5 Lateral Earth Pressures

4.6 Seismic Considerations

4.7 Pavements

4.7.1 Pavement Traffic

4.7.2 Pavement Subgrade Treatment

4.7.3 Pavement Sections

5.0 GENERAL COMMENTS

APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Boring Location Plan Exhibit A-2 Field Exploration Description Exhibit A-3 through A-15 Boring Logs

APPENDIX B – LABORATORY TESTING

Exhibit B-1 Laboratory Testing

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System

V.A. Hospital ■ Big Spring, Howard County, Texas July 12, 2012 ■ Terracon Project No. A4125053

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EXECUTIVE SUMMARY

A geotechnical exploration has been performed for the V.A. Hospital in Big Spring, Howard County, Texas. A total of 13 borings were advanced to depths of approximately 5 to 25 feet below existing ground surface in the planned building areas and the proposed drive/parking lot areas.

Based on the information obtained from our subsurface exploration, the site can be developed for the proposed project. The following geotechnical considerations were identified:

On-site native soils within the upper 20 feet of existing grades generally appear suitable for use as general site fill.

Upon completion of demolition of existing structures on the site, all construction debris including existing building foundations and pavements should be removed from the construction site and disposed according to all federal, state, and local regulations. All organic substances should be removed from construction site in accordance with all applicable regulations.

The proposed buildings can be supported on shallow foundations bearing at least 2 feet below final grade in native, undisturbed soils or properly compacted fills.

The 2009 International Building Code, Table 1613.5.2 IBC seismic site classification for this site is D.

The on-site soils within the upper 20 feet of existing grades are considered relatively stable with respect to moisture induced volume changes. Floor slabs can be placed on a properly compacted subgrade consisting of on-site soils or approved, imported fill. A layer of fat clay was encountered in borings B-4 and B-5 at an approximate depth of 23 feet below existing grade. Due to the depth of this fat clay layer to the foundation bearing level, the expansion pressure is to be offset by overburden of the upper soil layer, and therefore this fat clay layer won’t affect the proposed building foundations.

This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations.

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GEOTECHNICAL ENGINEERING REPORT

V.A. HOSPITAL

300 W. VETERANS BLVD.

BIG SPRING, HOWARD COUNTY, TEXAS

Terracon Project No. A4125053

July 12, 2012

1.0 INTRODUCTION

A new V.A. Hospital is planned in Big Spring, Texas. Our scope of services included drilling and sampling eight borings to depths of about 20 to 25 feet below existing grades in the planned building footprint areas, two borings to depths of 20 feet below existing grade in the potential building layout area, and three borings to depths of about 5 feet below existing grades in the planned parking and driveway areas, laboratory and field testing and engineering analyses. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

subsurface soil conditions groundwater conditions earthwork foundation design and construction seismic considerations pavement design and construction

2.0 PROJECT INFORMATION

2.1 Project Description

Project Description

ITEM DESCRIPTION

Proposed construction

Demolition of existing structures and construction of six new 1 to 2-story buildings with associated parking and drive areas for auto and truck use.

Maximum loads (assumed)

Column: 50 kips

Wall: 3 kips per linear foot

Slab: 150 psf

Maximum allowable movement

(assumed)

Total: 1-inch

Differential: ¾-inch

Grading Unknown, assumed to be ±2 feet of fill

Cut and fill slopes Assumed to be no steeper than 3H:1V (Horizontal to Vertical)

Free-standing retaining walls Basements are proposed in several proposed buildings

Below Grade Areas None

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2.2 Site Location and Description

Site Location

Location V.A. Hospital at 300 West Veterans Boulevard in Big Spring, Howard County, Texas

Existing improvements Existing facilities, pavements, and a tennis court on site of the proposed new buildings

Current ground cover Landscaped grasses and pavement walk ways

Existing topography Relatively level

Should any of the above information or assumptions be inconsistent with the planned construction, please let us know so that we may make any necessary modifications to this report.

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

Conditions encountered at the boring locations are indicated on the boring logs. Stratification boundaries on the boring logs represent the approximate locations of changes in soil types; in-situ, the transition between materials may be gradual. Details for the boring locations can be found on the boring logs in Appendix A of this report. Based on the results of the borings, subsurface conditions on the project site can be generalized as shown in the following tables:

Subsurface Conditions at Proposed Building Areas

Description Approximate Depth to

Bottom of Stratum (feet) Material Encountered Consistency/Density

Stratum I 2 to 13 Clayey Sand ; reddish tan Loose to Medium Dense

Stratum II 20 to 23

Silty Sand , reddish tan to tan

Medium Dense to Very

Dense

Stratum III 2 25

Fat Clay , gray to brown Hard

Lean Clay , gray to brown Hard

Clayey Sand , tan Very Dense

1.

The native clayey sand (SC), silty sand (SM), and lean clay (CL) materials encountered are not expected to experience substantial volumetric changes (shrink/swell) with fluctuations in moisture content. These materials are considered relatively stable because of their granular or plasticity nature. The fat clay (CH) encountered is expected to experience volumetric changes with moisture content; however due to the depth of this fat clay layer to the foundation bearing level, the expansion pressure is expected to be offset by overburden of the upper soil layer.

2.

Clayey Sand applies only to boring B-1.

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Subsurface Conditions at Proposed Parking/Driveway and Potential Building Areas

Description Approximate Depth to

Bottom of Stratum (feet) Material Encountered Consistency/Density

Stratum I 4 to 20 Silty Sand

; light tan to reddish tan

Medium Dense to Very

Dense

Stratum II 2 13

Clayey Sand , reddish tan to tan Very Dense

Stratum III 2 20 Silty Sand

, tan Very Dense

1.

The native silty sand (SM) and clayey sand (SC) materials encountered are not expected to experience substantial volumetric changes (shrink/swell) with fluctuations in moisture content. These materials are considered relatively stable because of their granular nature.

Stratum Description applies to boring P-3 only.

3.2 Groundwater

The borings were advanced in the dry using continuous auger drilling techniques that allow short-term groundwater observations to be made while drilling. Groundwater seepage was observed in borings B-2 and B-4 at depths of 23.5 to 24 feet below existing grades during drilling and at depths of 23 to 24.5 below existing grades at the completion of drilling. The groundwater observed was within the lean and fat clay (CL, CH) stratums.

These groundwater observations provide an indication of the groundwater conditions present at the time the borings were drilled. Groundwater conditions may be different at the time of construction. Groundwater conditions may change because of seasonal variations in rainfall, runoff and landscape irrigation.

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

The site soils are considered stable with respect to moisture-induced volume changes

(expansion or contraction). Potential vertical movements are estimated to be less than half (½) an inch. Based on the conditions encountered in the borings, the proposed V.A. Hospital buildings can be supported on shallow foundations, such as spread footings and continuous strip footings, and should bear on undisturbed or properly compacted soils, as described in section 4.2 Earthwork of this report.

Geotechnical recommendations for earthwork, foundations and pavements are presented in the following report sections.

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4.2 Earthwork

4.2.1 Site Preparation

Upon completion of demolition of existing structures on the site, all construction debris including existing building foundations and pavements should be removed from the construction site and disposed of in accordance with all applicable federal, state, and local regulations. All organic substances should be removed from construction site in accordance with all applicable regulations.

Areas to receive new fill should be stripped and grubbed. The exposed subgrade should be proof rolled prior to placing any fill. The proof rolling should be performed with a fully loaded, tandem-axle dump truck or other equipment providing an equivalent subgrade loading. A minimum gross weight of 20 tons is recommended for the proof-rolling equipment. The proof rolling should consist of several overlapping passes in mutually perpendicular directions over a given area. Any soft or pumping areas should be excavated to firm ground. Excavated areas should be backfilled with properly placed and compacted fill as discussed in section 4.2.3

Compaction Requirements.

4.2.2 Suitable Fill

The on-site soils within the upper 20 feet of existing grades, free of vegetation, debris, and rocks greater than 4 inches in maximum dimension, are generally suitable for site grading. Imported fill material should be clean soil with a Liquid Limit (LL) of less than 35 percent and a Plasticity

Index (PI) between 6 and 15. It should contain no rock greater than 4 inches in maximum dimension.

4.2.3 Compaction Requirements

Recommendations for compaction are presented in the following table. We recommend that engineered fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.

Subgrade preparation to receive fill Surface scarified to a minimum depth of 6 inches

Lift thickness 9-inches or less loose lift thickness

Compaction

At least 95% maximum standard Proctor dry density (ASTM D

698) in the range of ±2 percentage points of optimum moisture for on-site soils and imported fill.

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4.2.4 Utilities

Care should be taken that utility trenches are properly backfilled. Backfilling should be accomplished with properly compacted on-site soils as described in section 4.2 Earthwork.

4.3 Shallow Foundations

4.3.1 Design Recommendations

Description Individual Footings Continuous Footings

Net allowable bearing pressure

Medium to Very dense silty and clayey sand

Compacted structural fill

3,000 psf

3,000 psf

2,500 psf

2,500 psf

Minimum dimensions 30 inches 18 inches

Minimum embedment below finished grade for frost protection

24 inches 24 inches

Potential Vertical Rise <½ inch

Approximate total settlement <1 inch

Estimated differential settlement <¾-inch between columns

Allowable passive pressure 150 psf

Ultimate coefficient of sliding friction

0.32

1.

The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft soils, if encountered, will be undercut and replaced with engineered fill.

2.

And to reduce the effects of seasonal moisture variations in the subgrade soils. For perimeter footing and footings beneath unheated areas.

3.

The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality of the earthwork operations. The above settlement estimates have assumed that the maximum footing size is 7.0 feet for column footings and 1.5 feet for continuous footings.

4.

The sides of the excavation for the spread footing foundation must be nearly vertical and the concrete should be placed neat against these vertical faces for the passive earth pressure values to be valid. If the loaded side is sloped or benched, and then backfilled, the allowable passive pressure will be significantly reduced. Passive resistance in the upper 3 feet of the soil profile should be neglected. If passive resistance is used to resist lateral loads, the base friction should be neglected.

Finished grade is defined as the lowest adjacent grade within five feet of the foundation for perimeter (or exterior) footings and finished floor level for interior footings. The allowable foundation bearing pressure applies to dead loads plus design live load conditions. The design bearing pressure may be increased by one-third when considering total loads that include wind

Responsive ■ Resourceful ■ Reliable 6 or seismic conditions. The weight of the foundation concrete below grade may be neglected in dead load computations.

Footings should be proportioned to reduce differential foundation movement. Proportioning on the basis of equal total settlement is recommended; however, proportioning to relative constant dead-load pressure will also reduce differential settlement between adjacent footings.

Additional foundation movements could occur if water from any source infiltrates the foundation soils; therefore, proper drainage should be provided in the final design and during construction.

Footings, foundations, and masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or other discontinuities in masonry walls is recommended.

Foundation excavations and engineered fill placement should be observed by the geotechnical engineer. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.

4.3.2 Spread Footings - Construction Considerations

Footing excavations should be protected from standing water or desiccation. The base of all foundation excavations should be free of water and loose soil and rock prior to placing concrete.

Excavation of individual footings or sections of continuous footings, placement of steel and concrete, and backfilling should be completed in a reasonably continuous manner. It is preferable that complete installation of individual footings or sections of continuous footings be accomplished in 48 hours.

If the supporting soils in the bottom of the footing become disturbed or unsuitable bearing soils are encountered in footing excavations, the excavations should be extended deeper to suitable soils and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. The footings could also bear on properly compacted backfill extending down to the suitable soils. Over excavation for compacted backfill placement below footings should extend laterally beyond all edges of the footings at least 8 inches per foot of over excavation depth below footing base elevation. The over excavation should then be backfilled up to the footing base elevation with properly compacted fill as described in section

4.2 Earthwork. The over excavation and backfill procedures are described in the figures below.

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Backfilling adjacent and over footings should proceed as soon as practical to reduce disturbance. Backfilling should be accomplished using soils similar to those excavated. All backfill should be uniformly compacted to the criteria presented in section 4.2.3 Compaction

Requirements of this report.

Footing installations should be reviewed by qualified geotechnical personnel to assess the design depth.

4.4 Floor Slab

4.4.1 Design Recommendations

Item Description

Floor slab support

Properly prepared subgrade per section 4.2 Earthwork.

Modulus of subgrade reaction 150 pounds per square inch per in (psi/in) for point loading conditions

Slabs-on-grade can be isolated from structures and utilities to allow for their independent movement. Joints should be constructed at regular intervals as recommended by the American

Concrete Institute (ACI) to help control the location of any cracking. Keyed and doweled joints should be considered. The owner should be made aware that differential movement between the slabs and foundations could occur if kept structurally independent.

A vapor retarder must be used beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder.

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4.4.2 Construction Considerations

On most project sites, the floor slab subgrades are established early in the construction phase.

However as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be suitable for placement of concrete and corrective action will be required.

We recommend the floor slab subgrade be rough graded and then thoroughly proof rolled with a loaded tandem axle dump truck prior to fine grading. Particular attention should be paid to high traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the affected material with properly compacted fill.

4.5 Lateral Earth Pressures

For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements when using on-site soils as backfill are:

ITEM SOIL TYPE VALUE

Active Case On-site soils 40 psf/ft

Passive Case On-site soils 335 psf/ft

At-Rest Case On-site soils 60 psf/ft

Coefficient of Base Friction On-site soils 0.32

Note: The coefficient of base friction should be reduced to 0.30 when used in conjunction with passive pressure.

The lateral earth pressures herein do not include any factor of safety and are not applicable for submerged soils/hydrostatic loading. Additional recommendations may be necessary if such conditions are to be included in the design.

Fill against foundations (if applicable) should be compacted to densities specified in the

Earthwork section of this report. Compaction of each lift adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors.

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4.6 Seismic Considerations

Code Used Site Classification

2009 International

Building Code (IBC)

D

1.

In general accordance with the 2009 International Building Code, Table 1613.5.2.

The 2009 International Building Code (IBC) requires a site soil profile determination extending a depth of

100 feet for seismic site classification. The current scope requested does not include the required 100 foot soil profile determination. The borings were extended to a maximum depth of approximately 25 feet and this seismic site class definition considers that dense to very dense clayey sand or hard lean clay is below the maximum depth of the subsurface exploration. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. Alternatively, a geophysical exploration could be utilized in order to attempt to justify a higher seismic site class.

4.7 Pavements

4.7.1 Pavement Traffic

Traffic patterns and anticipated loading conditions were not available; however, we assumed a total of 45,000 18-Kip Equivalent Single Axle Loads (ESAL’s) for Light Duty pavement, 100,000

18-Kip ESAL’s for the Medium Duty pavement, and 500,000, 18-Kip ESAL’s for the Heavy Duty pavement. The Light Duty pavement is intended for passenger car and pickup trucks and occasional delivery trucks. The Medium Duty pavement is intended for passenger car, pickup trucks, small delivery trucks, and occasional tractor trailer trucks. The Medium Duty pavement should be used in fire lanes. The Heavy Duty pavement is intended for tractor trailer truck loading and unloading locations and driveways.

If the pavements are subject to heavier loading and higher traffic counts than the assumed values, this office should be notified and provided with the information so that we may review these pavement sections and make revisions if necessary.

4.7.2 Pavement Subgrade Treatment

The natural subgrade should be uniformly compacted to the criteria in section 4.2.3

Compaction Requirements. It should then be protected and maintained in a moist condition until the pavement is placed. Pavement subgrades should be graded to prevent ponding and infiltration of excessive moisture on or adjacent to the pavement subgrade surface.

Site grading is generally accomplished early in the construction phase. However as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or excessive rutting. If

Responsive ■ Resourceful ■ Reliable 10 disturbance has occurred, pavement subgrade areas should be reworked, moisture conditioned, and properly compacted to the recommendations in this report immediately prior to paving.

If desired, the sandy soils may be treated with cement in accordance with Texas Department of

Transportation 2004 Standard Specifications Item 275. Based on the classification test results, we recommend that about 4 percent cement by dry weight be used for estimating and planning.

The quantity of cement required is computed as a percent of dry weight. The subgrade shall be compacted to the criteria in section 4.2.3 Compaction Requirements. Preferably, traffic should be kept off the treated subgrade for about 7 days to facilitate curing of the soil - chemical mixture; in addition, the subgrade is not suitable for heavy construction traffic prior to paving.

4.7.3 Pavement Sections

Both asphalt and concrete pavement sections are presented in the following table. They are not considered equal. Over the life of the pavement, portland concrete sections would be expected to require less maintenance. Full depth asphalt sections typically require less maintenance than those using flexible base with an asphalt surface.

Pavement Section

Pavement Thickness, Inches

Light Duty

45,000 ESAL’s

Medium Duty

100,000 ESAL’s

Dumpster

Area

Portland Cement

Concrete

Concrete 5 6 7

Compacted Subgrade 6 6 6

Full Depth

Asphaltic Concrete

TxDOT Type D

TxDOT Item 340

Asphaltic Concrete

2 2

NA Type A or B

TxDOT Item 340

Asphaltic Concrete

3 4

Compacted Subgrade 6 6

Asphaltic Concrete with Limestone Base

TxDOT Type D

TxDOT Item 340

Asphaltic Concrete

2 3

NA TxDOT Item 247

Grade 1 or 2

Crushed Limestone

6 8

Compacted Subgrade 6 6

*All materials should meet the TxDOT Standard Specifications for Highway Construction.

The concrete should have a minimum 28-day compressive strength of 3,000 psi in Light Duty and 3,500 psi in Medium Duty and Heavy Duty areas. It should contain a minimum of 5 ±1.5 percent entrained air for a one-inch maximum aggregate size. As a minimum, the section

Responsive ■ Resourceful ■ Reliable 11 should be reinforced with No. 3 bars on 18-inch centers in both directions. Flat grades should be avoided with positive drainage provided away from the pavement edges. Backfilling of curbs should be accomplished as soon as practical to prevent ponding of water.

Flat grades should be avoided with positive drainage provided away from the pavement edges.

Backfilling of curbs should be accomplished as soon as practical to prevent ponding of water.

Final grade adjacent to parking lots and drives should slope down from pavement edges at a minimum 3 percent grade.

Openings in pavement, such as landscape islands, are sources for water infiltration into surrounding pavements. Water collects in the islands and migrates into the surrounding subgrade soils thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils.

The civil design for the pavements with these conditions should include features to restrict or collect and discharge excess water from the islands. Examples of features are edge drains connected to the storm water collection system or other suitable outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure.

5.0 GENERAL COMMENTS

Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project.

The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated location and from other information discussed in this report. This report does not reflect variations that may occur across the site or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided.

The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical

Responsive ■ Resourceful ■ Reliable 12 engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing.

APPENDIX A

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Field Exploration Description

Subsurface conditions were explored by drilling thirteen borings at the approximate locations indicated on the Boring Location Plan on Exhibit A-1 in the Appendix. The field exploration was performed on June 22, 2012. The test locations were established in the field by Terracon’s representative by measuring from available reference features and estimating right angles. The boring locations should be considered accurate only to the degree implied by the methods employed to determine them.

The borings were performed using a truck-mounted, air-rotary drill rig. Samples of the soils encountered in the boring were obtained using split-spoon sampling procedures in accordance with standard penetration tests. The samples were tagged for identification, sealed to reduce moisture loss, and taken to the laboratory for further examination, testing, and classification.

Following the completion of drilling, the borings were backfilled with soil cuttings. Two borings, B-4 and P-5, were hand augered from existing grade to depths of 3 and 1.5 feet, respectively, due to possible utility conflicts. Additionally, borings P-3 and P-4 were extended from the proposed depth of 5 feet to 20 feet because building footprints could extend into this area.

Field logs of the borings were prepared by Terracon’s representative. The logs included visual classifications of the materials encountered as well as interpretation of the subsurface conditions between samples. The boring logs included with this report represent the engineer’s interpretation of the field logs and include modifications based on laboratory evaluation of the samples. The boring logs are presented on Exhibit A-3 through A-15. General notes to log terms and symbols are presented on Exhibit C-1.

CLAYEY SAND,

Reddish tan to light tan, medium dense

- becoming tan, trace gravel and very dense below 4'

SILTY SAND,

Tan, fine, trace gravel, very dense

CLAYEY SAND,

Tan, very dense

BOTTOM OF BORING at 25.0 FEET

6.0

23.0

25.0

25/12

20/12

50/4

50/2

50/2

50/2

50/2

50/1

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SC

SC

SC

SM

SM

SM

SM

SC

LO

B

E A

A

3.

G

P J

/1

2/

3A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. B- 1

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

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S S

IV

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S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

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Brown, reddish brown to light tan, medium dense to dense

- becoming tan and very dense below 4'

- trace gravel at 8'

SILTY SAND,

Dark tan, trace gravel, very dense

LEAN CLAY,

Brown to gray, hard

BOTTOM OF BORING at 25.0 FEET

13.0

23.0

25.0

NP

25/12

30/12

50/4

50/0

50/0

50/0

50/0

50/4

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SC

SC

SC

SC

SC

SM

SM

CL

LO

B

E A

A

3.

G

P J

/1

2/

4A-

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. B- 2

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

23.5 EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

Brown to reddish brown, dense

- becoming medium dense below 2'

- becoming very dense below 8'

SILTY SAND,

Tan, very dense

BOTTOM OF BORING at 20.0 FEET

13.0

20.0

NP

32/12

22/12

27/12

26/12

50/2

50/10

50/0

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SC

SC

SC

SC

SC

SM

SM

LO

B

E A

A

3.

G

P J

/1

2/

5A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. B- 3

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

Brown, medium dense

- becoming dense below 2'

SILTY SAND,

Tan to reddish tan, trace gravel, loose

- becoming very dense below 8'

FAT CLAY,

Brown to gray, hard

BOTTOM OF BORING at 25.0 FEET

6.0

23.0

25.0

5 8

NP

29/12

35/12

41/12

7/12

50/1

50/2

50/0

50/4

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SC

SC

SC

SM

SM

SM

SM

CH

LO

B

E A

A

3.

G

P J

/1

2/

6A-

24.5

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. B- 4

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

24 EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

Reddish brown to light tan, medium dense

SILTY SAND,

Tan to reddish brown, trace gravel, medium dense

- becoming very dense below 8'

FAT CLAY,

Reddish brown, hard

BOTTOM OF BORING at 25.0 FEET

6.0

23.0

25.0 9 23

26/12

15/12

23/12

23/12

50/2

50/2

50/1

50/3 50

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SC

SC

SC

SM

SM

SM

SM

CH

LO

B

E A

A

3.

G

P J

/1

2/

7A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. B- 5

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

SILTY SAND,

Light tan to reddish tan, very dense

- trace gravel at 2'

- becoming tan below 8'

- trace gravel at 18'

BOTTOM OF BORING at 20.0 FEET 20.0

NP

NP

50/3

50/2

71/12

50/4

50/0

50/0

50/0

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SM

SM

SM

SM

SM

SM

SM

LO

B

E A

A

3.

G

P J

/1

2/

8A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. B- 6

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

- dense at 2'

SILTY SAND,

Light tan to reddish brown, medium dense

- trace gravel and becoming very dense below 6'

- tan at 18'

BOTTOM OF BORING at 20.0 FEET

4.0

20.0

5 3

27/12

42/12

18/12

50/3

50/2

50/2

50/0

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SC

SC

SM

SM

SM

SM

SM

LO

B

E A

A

3.

G

P J

/1

2/

9A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. B- 7

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

Light tan to brown, dense

- medium dense at 2'

- trace gravel and dense at 4'

- becoming very dense below 6'

- becoming reddish brown below 13'

BOTTOM OF BORING at 20.0 FEET 20.0

4 2

31/12

21/12

39/12

50/4

50/2

50/1

50/2

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SM

SM

SM

SM

SM

SM

SM

LO

B

E A

A

3.

G

P J

/1

2/

10A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. B- 8

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

CLAYEY SAND-SILTY SAND,

Brown, very dense

- trace gravel at 4'

BOTTOM OF BORING at 5.0 FEET 5.0

4 674/12

50/3

22SS

PA

SS

SC/

SM

SC/

SM

LO

B

E A

A

3.

G

P J

/1

2/

11A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. P- 1

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/23/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

- becoming very dense at 4'

BOTTOM OF BORING at 5.0 FEET 5.0

27/12

50/12

SS

PA

SS

SC/

SM

SC/

SM

LO

B

E A

A

3.

G

P J

/1

2/

12A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. P- 2

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/23/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

Light tan to brown, dense

- becoming very dense at 2'

CLAYEY SAND,

Reddish tan to tan, very dense

SILTY SAND,

Tan, very dense

BOTTOM OF BORING at 20.0 FEET

4.0

13.0

20.0

5 2

31/12

76/12

50/1

50/2

50/0

50/1

50/0

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SM

SM

SC

SC

SC

SM

SM

LO

B

E A

A

3.

G

P J

/1

2/

13A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. P- 3

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

U

R E

S T

R A

IN

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

, K S

F

M

IN

U S

S

IE

V

Tan, medium dense

SILTY CLAY,

Reddish tan, hard

CLAYEY SAND,

Reddish tan to brown, very dense

SILTY SAND,

Tan to light brown, very dense

BOTTOM OF BORING at 20.0 FEET

2.0

4.0

13.0

20.0

5 5

27/12

39/12

50/3

50/0

50/1

50/2

50/0

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

PA

SS

SC

CL-

ML

SC

SC

SC

SM

SM

LO

B

E A

A

3.

G

P J

/1

2/

14A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. P- 4

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/22/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

IL

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R E

S T

R A

IN

C O

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S S

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S T

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N G

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IN

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Reddish brown to brown, very dense

BOTTOM OF BORING at 5.0 FEET 5.0

59/12

50/5

SS

PA

SS

SC/

SM

SC/

SM

LO

B

E A

A

3.

G

P J

/1

2/

15A-

N/E

See Exhibit A-1

STRATIFICATION LINES REPRESENT APPROXIMATE

BOUNDARIES BETWEEN SOIL AND ROCK TYPES. IN

SITU, THE TRANSITION BETWEEN STRATA MAY BE

MORE GRADUAL.

PROJECT NUMBER

A4125053

BORING LOG NO. P- 5

ABWD

WATER LEVEL OBSERVATIONS, FEET

Broderick Engineering, Inc.

Mesa, Arizona

BORING

LOCATION:

DATE DRILLED

6/23/2012

REMARKS:

CLIENT:

NP = Sandy non plastic

N/E EXHIBIT

DESCRIPTION

G ra p hi c Lo g

Approx. Surface Elevation: N/A ft

300 W. Veterans Blvd.

Big Spring, Howard County, Texas

TESTS

LI

Q

U

ID

L

IM

IT

S P

T O

R T

X D

O T

C P

T B

LO

W

S

/IN

C H

C A

LI

B

R A

T E

D H

A N

D P

E N

E T

R O

M

T S

F

D R

Y D

E N

S

IT

Y , P

C F

Big Spring V.A. Hospital

R E

C O

V E

R Y

/ R

Q D

SAMPLES

D E

P T

H , F

E E

T

U S

C S

S Y

M B

O L

T Y

P E

SITE:

PROJECT:

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

F A

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S T

R A

IN

C O

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S S

IV

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S T

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N G

T H

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F

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IN

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APPENDIX B

Responsive ■ Resourceful ■ Reliable Exhibit B-1

Laboratory Testing

The boring logs and samples were reviewed by a geotechnical engineer who selected soil samples for testing. Tests were performed by technicians working under the direction of the engineer. A brief description of the tests performed follows.

Particle size analysis, liquid and plastic limit tests, and moisture content measurements were made to aid in classifying the soils in accordance with the Unified Soil Classification System

(USCS). The USCS is summarized on Exhibit C-2 in Appendix C. The results of the laboratory tests are presented on the boring logs in Appendix A.

APPENDIX C

Exhibit C-1

GENERAL NOTES

DRILLING & SAMPLING SYMBOLS:

SS: Split Spoon - 1- /8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger

ST: Thin-Walled Tube – 2” O.D., 3" O.D., unless otherwise noted PA: Power Auger (Solid Stem)

RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger

DB: Diamond Bit Coring - 4", N, B RB: Rock Bit

BS: Bulk Sample or Auger Sample WB Wash Boring or Mud Rotary

The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”.

WATER LEVEL MEASUREMENT SYMBOLS:

WL: Water Level WS: While Sampling BCR: Before Casing Removal

WCI: Wet Cave in WD: While Drilling ACR: After Casing Removal

DCI: Dry Cave in AB: After Boring N/E: Not Encountered

Water levels indicated on the boring logs are the levels measured in the borings at the times indicated.

Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.

DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS

Unconfined

Compressive

Strength, Qu, psf

Standard Penetration or N-value (SS)

Blows/Ft.

Consistency Standard Penetration or N-value (SS)

Blows/Ft.

Relative Density

< 500 0 – 1 Very Soft 0 – 3 Very Loose

500 – 1,000 2 – 4 Soft 4 – 9 Loose

1,000 – 2,000 4 – 8 Medium Stiff 10 – 29 Medium Dense

2,000 – 4,000 8 – 15 Stiff 30 – 49 Dense

4,000 – 8,000 15 – 30 Very Stiff 50+ Very Dense

8,000+ 30+ Hard

RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY

Descriptive Term(s) of other constituents

Percent of

Dry Weight

Major Component of Sample Particle Size

Trace <15 Boulders Over 12 in. (300mm)

With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75mm)

Modifier >29 Gravel 3 in. to #4 sieve (75mm to

4.75mm) Sand #4 to #200 sieve (4.75 to 0.075mm)

Silt or Clay Passing #200 Sieve (0.075mm)

RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION

Descriptive Term(s) of other constituents

Percent of

Dry Weight Term

Plasticity

Index

Trace <5 Non-plastic 0

With 5 – 12 Low 1 – 10

Modifier >12 Medium 11 – 30

High >30

Exhibit C-2

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A

Soil Classification

Group

Symbol Group Name

B

Coarse Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction retained on

No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu 4 and 1 Cc 3

GW Well-graded gravel F

Cu 4 and/or 1 Cc 3

GP Poorly graded gravel

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G, H

Fines classify as CL or CH GC Clayey gravel F,G,H

Sands:

50% or more of coarse fraction passes

No. 4 sieve

Clean Sands:

Less than 5% fines

Cu 6 and 1 Cc 3

SW Well-graded sand I

Cu 6 and/or 1 Cc 3

SP Poorly graded sand I

Sands with Fines:

More than 12% fines

Fines classify as ML or MH SM Silty sand G,H,I

Fines Classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils:

50% or more passes the

No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic:

PI 7 and plots on or above “A” line

J CL Lean clay

K,L,M

PI 4 or plots below “A” line J ML Silt

Organic:

Liquid limit - oven dried

0.75 OL

Organic clay

K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay

PI plots below “A” line MH Elastic Silt

Organic:

Liquid limit - oven dried

0.75 OH

Organic clay

K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-in. (75-mm) sieve

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C

Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D

Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =

DxD

)(D

If soil contains 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant.

L

If soil contains 30% plus No. 200 predominantly sand; add “sandy” to group name.

M

If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N

PI 4 and plots on or above “A” line.

O

PI 4 or plots below “A” line.

P

PI plots on or above “A” line.

Q

PI plots below “A” line.