A004 (Attach 15) FInal Report G025-13 Nov 18.Attach 15

FAA RADAR TRAINING CENTER RELOCATION

Mike Monroney Aeronautical Center

Oklahoma City, Oklahoma

PREPARED FOR:

LWPB ARCHITECTURE

5909 NW Expressway, Suite #600 Oklahoma City, OK 73132

PREPARED BY:

W2 ENGINEERING, INC.

7412 NW 84th Street

OKLAHOMA CITY, OKLAHOMA 73132

PHONE: 405-603-3467

FAX: 405-603-3465

www.w2engineering.com

PROJECT NO. G025-13

CERTIFICATE OF AUTHORIZATION 6411

EXPIRES 6/30/14

January 9, 2014

Geotechnical Engineering

Table of Contents Project Information

Client and Authorization Project Description

Field Exploration Site Description Boring Information Hard/Dense Stratums Groundwater

Laboratory Testing

Engineering Evaluation and Recommendations Anticipated Grade Changes Expansive Soil Site Earthwork Considerations

Expansive Soil Mitigation Subgrade Preparation Select Fill

Floor Slabs Foundation System Recommendations

Spread and Spot Footings Mat or Turn-Down Foundations Drilled Shaft Foundations

Grade Beam Void Boxes Concrete Type Seismic Information Site Drainage Considerations Pavement

Hot Mixed Asphaltic Concrete (HMAC) Rigid Pavement (PCC) Ingress, Egress and Refuse Container Pick-Up Pads

Reliance and Limitations Appendices Appendix A - Site Vicinity Map Appendix B - Location of Borings Appendix C - Boring Logs Appendix D - Laboratory Test Results Appendix E - Seismic Site Information Appendix F - Historical Aerial Photographs

Project: G025-13 January 9, 2014 Project Name: FAA Radar Training Relocation www.w2engineering.com Page i http://www.w2engineering.com

Project Information

W2 Engineering, Inc. is pleased to present this “Subsurface Exploration Report” for the proposed Radar Training Center Relocation located at the Mike Monroney Aeronautical

Center in southwest Oklahoma City, Oklahoma. This report documents the following:

• Authorization for Services

• The Project Scope

• Field Exploration

• Laboratory Testing

• Engineering Evaluation and Recommendations

• Reliance Information and Limitations of this Report

Client and Authorization

This project was authorized on by LWPB via e-mail and acceptance of our proposal number G025-13. The scope of services for this subsurface exploration were performed in accordance with our proposal, the encountered field conditions, and our engineering judgement.

Project Description

The proposed project consists of the construction of a four single-story buildings to consist of either tilt-up concrete construction or concrete masonry unit construction with associated parking areas, and access lanes. The preferred foundation system for the proposed structures are spread and spot footings. Based on the project scope and discussion with the structural engineer, we anticipate that maximum column loads on the order of 60-75 kips and maximum continuous footing loads (wall) of up to 3 kips per lineal foot.

Both asphalt and Portland cement concrete pavement sections are considered for this project. Conventional subgrade stabilization and pavement construction techniques are planned for this project.

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In the event that actual loads or design conditions differ significantly from those used in our evaluation, it may be necessary to contact W2 to revisit our recommendations.

The approximate site location is depicted on the “Site Vicinity Map” included as Appendix

“A.”

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Field Exploration

The following sections document the results and observations of our field exploration conducted on between October 22 and 23, 2013. The exact dates of drilling for each boring are provided on the drilling logs in Appendix “C.”

Site Description

The proposed project is located on the southwest side of the existing Mike Monroney

Aviation Center in southwest Oklahoma City, Oklahoma. Rockwell Avenue borders the proposed site to the west and SW 74 borders the site to the south. The site is relativelyth level with a slight uprising in the center near the location of the majority of structures. From the center it slopes downward, in all directions, but primarily north to south with a very gradual slope estimated at approximately 0.2 percent.

The existing site has been used primarily for agrarian purposes prior to or around the year

2000. Historical aerial views indicate construction of the existing structures was near or prior to 2004. No other significant change were observed in the readily available aerial photographs.

Boring Information

A total of thirteen (13) borings were drilled for this project. Ten (10) borings in the proposed building footprints (B1 through B10) and three (3) borings in the proposed paved areas (P1 through P3). The approximate locations are shown on the boring plan included in Appendix “B” of this report. This plan was developed by W2 scaling building locations from a 65% design drawing from LWPB and then locating the borings in Google Earth using the above dimensions. This provided latitude and longitude coordinates as well as dimensions from the existing structures. Borings were then located in the field with handheld GPS to within approximately 12 feet of the coordinates determined from the planned dimensions. Since this site is relatively level and uniform the boring locations are considered adequate for the subsurface explorations and foundation determinations.

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The borings were drilled to the depths indicated on the boring logs.

A total of thirty-six (36) standard penetration tests (SPT), four (4) thin-wall tube samples and twenty-four (24) Texas cone penetration tests were performed. The results of our SPT and Texas cone penetration tests are indicated on the boring logs contained in Appendix

“C.” Grab samples were collected from the shallow borings located in the proposed paved areas.

Three (3) generalized soil stratums with similar engineering properties were encountered at the project site:

Stratum 1 - This stratum was visually classified as a brown or light brown clay. This soil was encountered in a moist condition and exhibited fairly high to high plasticity stiff consistency. This soils was encountered at the surface and extended to an approximate 1 to 2 feet This stratum was classified by the Unified Soil Classification System as CL and CH.

Stratum 2 - This stratum was visually classified as a red brown clay. This soil was encountered in all boring from beneath Stratum 1 and extended to approximate depths of 8 to 15 feet. This soil was encountered in a moist condition and exhibited fairly high to high plasticity with a stiff consistency.

This stratum was classified by the Unified Soil Classification System as CL and CH.

Stratum 3 - This stratum was visually classified as a red shale. This soil was encountered underlying Stratum 2 and extended to boring termination when encountered. This soil was encountered in a moist condition and exhibited medium plasticity with a very stiff to hard consistency. This stratum was classified by the Unified Soil Classification System as CL.

Based on the visual classification of the soils and the results of our laboratory testing, the potential for soil movement from expansive soils and their impact on the floor slabs and

Project: G025-13 January 9, 2014 Project Name: FAA Radar Training Relocation www.w2engineering.com Page 4 foundations of the proposed structure are considered fairly high to high for this project site.

The information above and the boring logs contained in Appendix “C” of this report represent an engineering interpretation and generalization of the soil conditions encountered at the site, based on the borings drilled and laboratory tests performed. The transition between strata is gradual. In the event that differing soils conditions are encountered in excavations at the site, W2 should be immediately contacted to evaluate the significance of any variations.

Hard/Dense Stratums

Stratums 3 is a hard/dense stratum exhibiting SPT refusal with less than 6 inches penetration for 50 blows. These stratums were encountered in the building footprint borings at the approximate depths of 8 to 14 feet below existing grade.

Groundwater

Groundwater was not encountered during our field exploration. Borings were left open as long as practicable to observe groundwater conditions and then backfilled. Groundwater levels should be anticipated to fluctuate seasonally and with precipitation. Please note that groundwater can be present at this project site, especially during or following periods of significant precipitation.

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Laboratory Testing

During drilling, samples were sealed in moisture proof containers and then transported to our laboratory for further evaluation and testing. Upon arrival in the laboratory, the samples were visually classified by one of our project engineers into representative soil stratums as discussed in the Field Exploration section of this report. Based on the project scope and the soils encountered, the following laboratory tests were performed:

Summary of Laboratory Testing

Test Number

Performed

Moisture Content 41

Atterberg Limits (Liquid and Plastic Limits) 8

Wet Wash Sieve Analysis -#200 8

Unconfined Compressive Strength of Soil 4

Swell-Consolidation 1

Standard Proctor 1

California Bearing Ratio (CBR) 1

The results of these laboratory tests are documented on the Boring Logs contained in

Appendix “C” and/or in the Laboratory Test Results provided in Appendix “D” or discussed in the following paragraphs.

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Engineering Evaluation and Recommendations

The following sections provide our engineering evaluation and recommendations for the subject project based on the project scope, the estimated column and wall loads, the results of our field exploration, laboratory testing and our understanding of the construction methods typically used in the state of Oklahoma. Our evaluation and recommendations are as follows:

Anticipated Grade Changes

Since the site is relatively level, we anticipate that only minor grade changes will be required. We anticipate that the site will be raised around each building to promote drainage away from the structures. If proposed grade changes vary from those considered, W2 should be contacted to evaluate the proposed grading with respect to our engineering recommendations.

Expansive Soil

The majority of expansive soils at this site will be cut out during the excavation process.

Additionally, the ground water conditions will have saturated the potentially expansive soils that will remain below the finished subgrade.

Based on the visual classification of the soils and the results of our swell-consolidation test the estimated PVR for this site is high and is estimated at up to 2 inches. Typically, some structures may exhibit distress with soil related ground movement in the range determined from our evaluation. The Architect and Structural Engineer should evaluate the planned design details and construction materials with respect to the estimated PVR and mitigation methods.

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Site Earthwork Considerations

The following recommendations are for mitigation of potentially expansive soils, subgrade preparation, and select fill:

Expansive Soil Mitigation

Based on the results of our field exploration and laboratory testing, we recommend that the expansive soils be mitigated by either overburden soils (raised with select fill) or the expansive material be removed and replaced. In order to reduce the ground surface movements of the site, as predicted by the PVR, to a target value of ¾ inches or less, we recommend that a building pad be constructed by either of the following:

C Remove approximately 3 feet of existing soil be removed and replace that soil with select fill, meeting all requirements given herein, or native soil stabilized with lime to achieve a primary swell of no more than 1.0 percent when tested in accordance with ASTM D4546 with a vertical stress equal to the anticipated in situ vertical stress.

or

C 5 feet or more of select fill, meeting all requirements given herein, should be placed over the native soils.

Select fill should extent minimum 5 feet beyond the building perimeter.

Other methods are available for heave mitigation. However, in the Oklahoma City area these are typically the most economical alternatives for mitigation for these soil conditions.

The design team should review the proposed materials and spacing to determine if the

PVR target value of ¾ inches is appropriate for the project.

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Sand or other permeable materials must not be used for backfilling in trenches or leave-outs since the use of sand as backfill will create a path for water to infiltrate and cause swelling of the surrounding soils. This will also create a path for water to flow under the structures. Onsite clays or impermeable materials should be used as backfill.

Subgrade Preparation

All areas under sidewalks, pavements, foundations, and floor slabs or areas that will receive select fill should be prepared prior to construction. The exposed subgrade soils at the site should be:

• Scarified to a minimum depth of 8 inches or until organic materials are removed from the exposed soils.

• Conditioned and moisture adjusted to within 0 to +3 percent of optimum moisture and compacted to minimum of 95% maximum dry density as determined by ASTM

D698 “Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Standard Effort (12,400 ft-lbf/ft (600 kN-m/m ))” in loose lifts of 8 inches or3 3 less in thickness.

• Compaction should be evaluated in the field with density tests performed every

2500 square feet and/or each lift under sidewalks, pavement, foundations, floor slabs, or other structural elements requiring soil support. A minimum of 3 tests should be performed on each lift.

• Proof rolled with a heavily loaded dump truck with a minimum axle load of 16 kips.

Soft areas that exhibit permanent deformation more than ½ inches should be over excavated and the soils reconditioned or replaced with select fill.

• Moisture content should be maintained in the compacted subgrade soils until permanently covered by either select fill, sidewalks, pavement, foundations, or floor slabs.

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Select Fill

Only select fill should be imported onto the project site. We recommend that soils conforming to the following minimum requirements be utilized as select fill:

Select Fill Parameters

Percent Passing 3 Inch Sieve 100

Percent Passing No. 200 Sieve < 75

Liquid Limit < 40

Plasticity Index <18

Additionally, soils classified as CH, MH, PT should not be used as fill. Soils classified as

CL or ML from processed shale, sandstone, or siltstone should only be used if approved by the Geotechnical Engineer for use as select fill.

Select fill should be:

• Moisture conditioned to within 0 to +3 percent of optimum moisture and compacted to a minimum of 95% of maximum dry density as determined by ASTM D698

“Standard Test Methods for Laboratory Compaction Characteristics of Soil Using

Standard Effort (12,400 ft-lbf/ft (600 kN-m/m )).” Loose lift heights should be 83 3 inches or less in thickness.

• Compaction should be evaluated in the field with density tests performed every

2500 square feet of each lift under sidewalks, pavement, foundations, and floor slabs, or other structural element requiring soil support. A minimum of 3 tests should be performed on each lift of select fill.

• Moisture content should be maintained in the compacted select fill soils until permanently covered by sidewalks, pavement, foundations, or floor slabs or other elements.

Floor Slabs

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We recommend that floor slabs for the proposed project meet the following minimum requirements:

• Floor Slabs should be a minimum of 4 inches thick in lightly loaded areas and 6 inches thick in heavily loaded areas. Slabs should be cast on a compacted granular casting bed at least 4 inches thick.

• In the event that moisture sensitive flooring is planned, a moisture or capillary barrier should be provided under the floor slab in accordance with the requirements of ACI 302.1R-96 “Guide for Concrete Floor and Slab Construction”, Section 3.2.3.

This may consist of:

• A coarse aggregate casting bed acting as a capillary barrier. Any gradation of size 5 through 7 coarse aggregate is adequate.

or

• A moisture vapor (polyethylene sheet) barrier. The polyethylene sheet may be placed either on prepared subgrade with a 4 inches thick granular casting bed on top of the sheet or in contact with the floor slab with a 4 inches thick granular casting bed under the sheet and on top of the subgrade. If the sheet is placed in contact with the slab, the slab may be subjected to higher curling and drying shrinkage stresses. These higher stresses should be considered in the design and details of the floor slab.

• Isolation and contraction joints should be provided in accordance with the requirements outlined in ACI 302.1R-96 “Guide for Concrete Floor and Slab

Construction”, Sections 3.2.5.1 and 3.2.5.3. Contraction joints should be sawcut at least 1/3 the slab thickness as soon as practicable after the concrete is poured.

Preferably as soon as the concrete will not ravel during the cutting process.

Sawcuts should be blow clean with a compressed air jet and then sealed with an elastomeric sealant.

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• Where possible, the floor slab should not be restrained by tying the slab to foundations, stem wall, retaining wall or other relatively immovable constructs.

Restraining the slab will increase the drying shrinkage stresses during the curing process. If it is necessary to restrain the slab, these additional stresses should be considered during the design and construction phase of the project.

• Slabs-on-grade may be designed using a modulus of subgrade reaction, k of 150 pci if bearing in select fill or 100 pci if bearing on native subgrade.

Foundation System Recommendations

Based on the project scope, field exploration, and visual classification of the encountered soils, we recommend the following foundation systems:

Spread and Spot Footings

Conventional spread and spot footings may be used at this site. Footings may be proportioned based on a net allowable bearing capacity of 3,000 psf if bearing in native soil or 2,500 psf if bearing in select fill. Footings should bear a minium of 2 feet below the closest adjacent finished grade. Minimum footing width should be 16 inches.

Mat or Turn-Down Foundations

Mat or turn-down foundations may also be used at this site. This foundation system consist of a monolithic slab with the foundation and floor slab combined. The slab is thickened where load bearing columns and walls bear and at the edges. The footings in this system should be proportioned based on a net allowable bearing capacity of 3,000 psf if bearing in native soil or 2,500 psf if bearing in select fill. Exterior footings should bear a minimum of 2 feet below the closest adjacent finished grade. Interior footings should bear a minimum of 1.5 feet below subgrade elevation.

Drilled Shaft Foundations

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Drilled, cast-in-place, shafts may also be used at this site. This foundation system consists of drilled shafts and grade beams. The drilled shafts support column loads and grade beams support and distribute wall loads and/or floor loads to the drilled shafts. Drilled shafts will act as both end and skin (friction) bearing and should bear a minimum of 2 feet or 2 shaft diameters, whichever is greater, in the Stratums 3 formations encountered at the site. Minimum shaft diameter should be 18 inches. Drilled shafts should be spaced a minimum of 3 pier diameters apart, center to center.

Shafts may be proportioned based on a net allowable end bearing capacity of 15,000 psf and a skin friction of 1,000 psf for that portion of the pier embedded into stratum 3. Uplift on the drilled shafts can be resisted by using this same skin friction plus an allowance for shaft weight.

Settlement of drilled shafts mobilizing the full bearing capacity indicated above is anticipated to be approximately 1.5% of the pier diameter, i.e., 30 inch diameter drilled shafts are anticipated to settle approximately ½ inches.

Drilled shafts should be cast as soon as practicable after drilling. Preferably within 4 hours.

No drilled shaft hole should be left open over night. If a drilled shaft hole is left open, the portion of the shaft socketed into the Stratum 3 formation should be re-drilled prior to casting.

Grade Beam Void Boxes

Four-inch thick carton forms under the grade beams is recommended to mitigate the potential movement from expansive soils.

Concrete Type

Based on our experience in this area at Will Roger and the surrounding area we do not anticipate any significant water soluble sulfates in the soil. Therefore, sulfate resistance

Project: G025-13 January 9, 2014 Project Name: FAA Radar Training Relocation www.w2engineering.com Page 13 cements are not likely to be required. Portland cement concrete type I, II or III may be used in the construction of concrete structures.

Seismic Information

Based on the site geology, field exploration and laboratory testing and using the procedure outlined in Chapter 16, of the International Building Code, the Site Classification for seismic design is Class C.

The USGS Web-Based Seismic Design Map Application at this web address:

http://geohazards.usgs.gov/designmaps/us/application.php was queried for the site location and for the 2012 IBC with use category I, II and III. The results are attached in

Appendix “E.”

Site Drainage Considerations

An important part of any construction project is the drainage of water away from the structure. We recommend the following:

• The site should be sloped such that water drains away from the structure.

• Sidewalks and/or pavement should not be placed such that water is trapped between the pavement and the structure.

• Roof drainage should be directed away from the structure and not allowed to pond or pool in landscaping areas near the structure.

• Landscaping should be graded below finished floor elevation and slope away from the structure. Drainage should be provided for all plant beds adjacent to pavement, sidewalks, curb and gutter, or the building on the project site to mitigate moisture intrusion into the subgrade.

• A key consideration in expansive soil areas is the long term building maintenance, landscaping and drainage. The owner should be informed that these are critical and information should be contained in the building maintenance plan considering these items. In expansive soils areas, modifications to the building and pavement, Project: G025-13 January 9, 2014 Project Name: FAA Radar Training Relocation www.w2engineering.com Page 14 http://geohazards.usgs.gov/designmaps/us/application.php along with landscaping and maintenance practices have resulted in extensive damage to the structures even with appropriate mitigation at the time of construction.

• All efforts should be made by the owner to maintain moisture content surrounding the structures and the pavement adjacent to the structures at a constant moisture content. This includes sealing and maintaining pavement connections at the structure entrances and joint and appropriate maintenance of site drainage.

Pavement

We offer the following recommendations for hot-mixed asphaltic concrete and rigid pavement sections for the proposed project. Paved areas (light duty) we used an equivalent single axle loadings (ESALS) of 50,000 ESALs over a 20 year design life. This corresponds to approximately 2 delivery trucks and 200 cars per business day over the design life. If the anticipated traffic or ESALS differ greatly from those considered in our report, W2 should be contacted to re-evaluate the pavement sections. Reference construction and material specification are located in the Oklahoma Department of

Transportation (ODOT) 1999 Standard Specifications for Highway Construction.

Hot Mixed Asphaltic Concrete (HMAC)

The following pavement section and reference specifications are recommended for HMAC pavement at this project:

HMAC Pavement Section

Component Thickness

(inches)

ODOT Reference

Construction

Specification

ODOT Reference

Material

Specifications

ODOT Type C/S4 1.75 (Light Duty)

411 708 ODOT Type B/S3 2.75 (Heavy Traffic)

ODOT Type A/S2

3.0 (Light Duty)

4.0 (Heavy Traffic)

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HMAC Pavement Section

Component Thickness

(inches)

ODOT Reference

Construction

Specification

ODOT Reference

Material

Specifications

Aggregate Base 6.0 303 703.01

Stabilized

Subgrade

6.0 SP327-2

Stabilization to increase subgrade strength is recommended, based on the soil types of the project site. Fairly high to high plasticity clay subgrade is susceptible to volume changes

(swell or shrinkage) from moisture variations. An estimate of approximately 5 percent by dry weight of lime for subgrade stabilization may be used for project budgeting purposes.

This is approximately 23.6 pounds of lime per square yard for a 6-inches thick lift. The actual percentage required should be determined on the exposed subgrade soils during construction by the contractor using the Eades and Grime (pH) method for the actual lime planned for use in construction.

Rigid Pavement (PCC)

The following rigid pavement section may be used at this site:

Rigid (PCC) Pavement Section

Component Thickness

(inches)

ODOT Reference

Construction

Specification

ODOT Reference

Material

Specifications

Portland Cement

Concrete

5.0 (Light Duty)

7.0 (Heavy Traffic) 414 701, 702, & 723

Aggregate Base 6.0 303 703.01

Stabilized

Subgrade

6.0 SP327-2

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Portland cement concrete used for pavement should be Class A as indicated in the referenced material specifications.

Isolation joints should be provided where concrete pavement butts against all buildings, manholes, light stanchions, sidewalks, and other immovable structures. Preferably, isolation joints should be filled with pre-molded joint filler.

Contraction joints should be spaced at no more than 12 feet in each direction in unreinforced concrete pavements. Joint spacing may be increased by adding reinforcing steel to the rigid pavement. Reinforcing steel should be supported by chairs and placed at or slightly above the mid-point of the concrete pavement and below the depth of sawcut for joints. To the greatest extent practicable joints should be placed to form square panels and meet at right angles. L, T or wedge-shaped panels should be avoided, if possible.

Contraction joints should be sawcut as soon as the saw may be placed on the concrete and used without damaging or raveling the joint edges, ideally within eight (8) hours of concrete placement. Minimum depth of cut should be 1/3 the slab thickness. The resulting joint should be blown clean and dried with a high pressure compressed air wand and sealed with an elastomeric sealant. Delays in cutting contraction joints may result in uncontrolled transverse and longitudinal cracking.

Appropriate concrete placement and finishing techniques should be used for concrete pavement construction based on the environmental conditions at the time of casting.

Curing compounds should be applied to the concrete surface, at the time and amount recommended by the curing compound manufacturer, especially in high wind conditions.

This will help reduce surface cracking and crazing of the concrete and maintain water content during the curing process.

Vehicular traffic should not be allowed on the pavement until it has achieved an adequate minimum strength. Typically, automobile and light truck traffic may be allowed on Class

A Portland cement concrete pavement in 3 days and 7 days, respectively. Heavy construction traffic should be kept off of the concrete pavement until the pavement is at least 14 days of age.

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Ingress, Egress and Refuse Container Pick-Up Pads

Ingress and egress and refuse container pick-up locations should consist of rigid pavement with a minimum thickness of 12 inches unless otherwise specified by local ordinance.

These pavements should be cast on a 4 inch casting bed conforming to ODOT reference construction specification 414 and ODOT reference material specification 704.02.

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Reliance and Limitations

This report was prepared expressly for the use of LWPB for the proposed Radar Training

Center Relocation located at the Mike Monroney Aviation Center in south west Oklahoma

City, Oklahoma. The field exploration, laboratory testing and engineering evaluation contained in this report were planned and performed for the scope of the proposed project, as such, the information and recommendations contained in this report may not be adequate and should not be used by other parties or for other projects.

Information contained in this report is intended for design purposes. We recommend that contractors perform their own investigation to determine construction means and methods.

This project, engineering evaluation, and report were conducted in accordance with the standard of care for subsurface explorations and geotechnical engineering in the state of

Oklahoma at the time of the investigation.

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Appendix “A” Site Vicinity Map

Topo North America™ 9

Data use subject to license.

© DeLorme. Topo North America™ 9.

www.delorme.com

TN

MN (4.2°E)

0 200 400 600 800 1000

0 60 120 180 240 300 ft m

Scale 1 : 8,000

1" = 666.7 ft Data Zoom 14-6

Appendix “B” Boring Locations

Appendix “C” Boring Logs

Brown Silty Clay Moist, Fairly High to High Plascity, Stiff

Light Brown SIlty Clay Moist, Fairly High to High Plasticity, Stiff

Red Brown Silty Clay Moist, Medium Plasticity, Very Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/1"; 50/3/4"

Texas Cone - 50/3-3/4"; 50/1-3/4"

Texas Cone - 50/1-3/8"; 50/1" Bottom of borehole at 25.0 feet.

SPT

A

SH

B

SPT

C

SPT

D

2-3-5 (8)

4-7-12 (19)

12-50

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/23/13 COMPLETED 10/23/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

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SPT N VALUE

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BORING NUMBER B1

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

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Light Brown SIlty Clay Moist, Fairly High to High Plasticity, Stiff

Red Brown Silty Clay Moist, Medium Plasticity, Very Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/1"; 50/3/4"

Texas Cone - 50/3-3/4"; 50/1-3/4"

Texas Cone - 50/1-3/8"; 50/1" Bottom of borehole at 25.0 feet.

SPT

A

SH

B

SPT

C

SPT

D

SPT

E

3-5-7 (12)

7-14-27 (41)

7-13-36 (49)

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/23/13 COMPLETED 10/23/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

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U M

B E

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C O

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(R

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Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

BORING NUMBER B10

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

:0

C

:\P R

O G

R A

M F

IL

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S

X

G

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T

\P R

O

JE

C T

S \G

5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132

Light Brown SIlty Clay Moist, Fairly High to High Plasticity, Stiff

Red Brown Silty Clay Moist, Medium Plasticity, Very Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/2-3/4"; 50/ 1-3/8"

Texas Cone - 50/1-1/2"; 50 1"

Texas Cone - 50/3/4"; 50/1/2" Bottom of borehole at 25.0 feet.

SPT

A

SPT

B

SPT

C

5-7-10 (17)

4-5-6 (11)

24-50

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/23/13 COMPLETED 10/23/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

BORING NUMBER B2

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

:0

C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \G

5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132

Light Brown SIlty Clay Moist, Fairly High to High Plasticity, Stiff

Red Brown Silty Clay Moist, Medium Plasticity, Very Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/2"; 50/3/4"

Texas Cone - 50/1-1/8"; 50/ 1"

Texas Cone - 50/3/4"; 50/1/2" Bottom of borehole at 25.0 feet.

SPT

A

SPT

B

SPT

C

6-8-10 (18)

8-11-17 (28)

25-31-50 (81)

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/22/13 COMPLETED 10/22/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

BORING NUMBER B3

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

:0

C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \G

5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132

Moist, Medium to Fairly High Plascity, Stiff

Light Brown SIlty Clay Moist, Medium Plasticity, Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/3"; 50/1"

Texas Cone - 50/1-1/4"; 50/3/4"

Texas Cone - 50/1-1/4"; 50/2-1/8" Bottom of borehole at 25.0 feet.

SPT

A

SH

B

SPT

C

SPT

D

2-4-6 (10)

10-12-16 (28)

29-50

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/22/13 COMPLETED 10/22/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

BORING NUMBER B4

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

:0

C

:\P R

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R A

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IL

E

S

X

G

IN

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\P R

O

JE

C T

S \G

5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132

Light Brown SIlty Clay Moist, Medium Plasticity, Stiff

Red Brown Silty Clay Moist, Medium Plasticity, Very Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/3"; 50/1-3/4"

Texas Cone - 50/2-1/8"; 50/2" Bottom of borehole at 25.0 feet.

SPT

A

SPT

B

SPT

C

SPT

D

5-8-12 (20)

8-13-13 (26)

11-32-40 (72)

33-38- 50/4"

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/22/13 COMPLETED 10/22/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

BORING NUMBER B5

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

:0

C

:\P R

O G

R A

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IL

E

S

X

G

IN

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\P R

O

JE

C T

S \G

5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132 Telephone: 405-603-3467

Light Brown SIlty Clay Moist, Medium Plasticity, Stiff

Red Brown Silty Clay Moist, Medium Plasticity, Very Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/1"; 50/3/4"

Texas Cone - 50/3-3/4"; 50 1-3/4"

Texas Cone - 50/1-3/8"; 50/1" Bottom of borehole at 25.0 feet.

SPT

A

SPT

B

SPT

C

SPT

D

8-5-14 (19)

11-13-16 (29)

11-19-22 (41)

15-26-50 (76)

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/22/13 COMPLETED 10/22/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

BORING NUMBER B6

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

:0

C

:\P R

O G

R A

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IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \G

5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132

Light Brown SIlty Clay Moist, Medium Plasticity, Stiff

Red Brown Silty Clay Moist, Medium Plasticity, Very Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/1-1/2"; 50/1"

Texas Cone - 50/1"; 50/1/2" Bottom of borehole at 25.0 feet.

SPT

A

SH

B

SPT

C

SPT

D

SPT

E

4-6-7 (13)

4-12-19 (31)

25-30-36 (66)

50/6"

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/22/13 COMPLETED 10/22/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

BORING NUMBER B7

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

:0

C

:\P R

O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \G

5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132 Telephone: 405-603-3467

Light Brown SIlty Clay Moist, Medium Plasticity, Stiff

Red Brown Silty Clay Moist, Medium Plasticity, Very Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/1-1/4"; 50/3/4"

Texas Cone - 50/13/8"; 50/1" Bottom of borehole at 25.0 feet.

SPT

A

SPT

B

SPT

C

SPT

D

3-7-10 (17)

4-8-13 (21)

30-36-41 (77)

50/5"

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/22/13 COMPLETED 10/22/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

BORING NUMBER B8

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

:0

C

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O G

R A

M F

IL

E

S

X

G

IN

T

\P R

O

JE

C T

S \G

5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132 Telephone: 405-603-3467

Light Brown SIlty Clay Moist, Medium Plasticity, Stiff

Red Brown Silty Clay Moist, Medium Plasticity, Very Stiff

Red Silty Shale Moist, Tr. - Low Plasticity, Hard

Texas Cone - 50/3"; 50/ 2-1/4"

Texas Cone - 50/1-3/4"; 50/1" Bottom of borehole at 25.0 feet.

SPT

A

SPT

B

SPT

C

SPT

D

5-6-10 (16)

5-7-11 (18)

20-22-26 (48)

50/5"

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/22/13 COMPLETED 10/22/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

BORING NUMBER B9

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

:0

C

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O G

R A

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IL

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S

X

G

IN

T

\P R

O

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C T

S \G

5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132 Telephone: 405-603-3467

Bottom of borehole at 5.0 feet.

AU

A

AU

B

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/23/13 COMPLETED 10/23/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

0.0

2.5

5.0

BORING NUMBER P1

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

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5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132

Bottom of borehole at 5.0 feet.

AU

A

AU

B

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/23/13 COMPLETED 10/23/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

0.0

2.5

5.0

BORING NUMBER P2

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

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C

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5-

F A

A R

A D

A R

T R

A

IN

IN

G

C E

N T

E R

.G P

J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132

Bottom of borehole at 5.0 feet.

AU

A

AU

B

NOTES

GROUND ELEVATION

LOGGED BY DSO

DRILLING METHOD 4.0-SSA

HOLE SIZE 4.0

DRILLING CONTRACTOR DSO GROUND WATER LEVELS:

CHECKED BY ALW

DATE STARTED 10/23/13 COMPLETED 10/23/13

AT TIME OF DRILLING --- Dry During Drilling

AT END OF DRILLING ---

AFTER DRILLING ---

FINES CONTENT (%)

20 40 60 80

20 40 60 80

PL LLMC

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

S A

M P

LE

T

Y P

E N

U M

B E

R

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

D R

Y U

N

IT

W T

(p cf

P O

C K

E T

P E

N

(t sf

SPT N VALUE

20 40 60 80

D E

P T

H (f t)

0.0

2.5

5.0

BORING NUMBER P3

PROJECT NAME Mike Monroney Radar Training Relocation

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT LWPB, Inc.

PROJECT NUMBER G025-13

G E

O T

E C

H B

H P

LO

T

W

G

IN

T

S T

D U

S .G

D T

/9 /1

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J W2 Engineering, Inc.

7412 NW 84th Street Oklahoma City, OK 73132

Appendix “D” Laboratory Test Results

Client

22.591Undrained Shear Strength (psi) 2.379

Unconfined Strength (psi)

D

Strain at Failure (%) 9.14 9.19 10.62 3.37

D at e C om pu te d

B y

Dry Density (pcf) Saturation (%)

Before Test

See Test

Water Content (%) 18.59

Void Ratio

111.713

Plastic Limit:

Liquid Limit:

B

Description

Rate of Strain (in/min)

Remarks

2.344

0.050000

1.767

Diameter (in) Height (in) Test Data

FAA Radar Training Relocation

LWPB

95.8188.87

5.880

Sample #

2.830 5.4905.900

A

0.050000

G025-13

2.880

65.110

32.555

Specimen Description

33.043 1.627

0.050000 24.543

T es te d

B y

Specimen B

Specimen D

Project Information

Test Variables

Red Brown Clay w/Tr. Sand

D at e

Project

Red Brown Clay w/Tr. SandSpecimen C

2.70Specific Gravity

Red Brown Clay w/Tr. Sand

W2 Engineering, Inc.

Unconfined Compression Test Report (ASTM D2166)

D at e C he ck ed B y

0.66

D

20.47

Specimen

16.89 110.000

21.28 111.801 96.39

BA C

98.65

0.51 0.50

111.264

0.61

0.050000

Red Brown Clay w/Tr. Sand

Specimen A

5.950 2.8502.880

66.085 C

Sampling Date

Project Num

49.087

Undrained Shear Strength (tsf)

45.182

0.000

10.000

20.000

30.000

40.000

50.000

60.000

70.000

0.000 2.000 4.000 6.000 8.000 10.000 12.000

C or re ct ed C om p re ss iv e

S tr es s

(p si

Axial Strain (%)

Compressive Stress Axial Strain Curve

Specimen A Specimen B Specimen C Specimen D

Unconfined Compression Test - Results Page 1 of 5 G025-13 FAA Radar Unconfined Tests.HSD

Project No. G025-13 Molding Date:

Project Name: FAA Radar Training Relocation Date Tested: 11/14/13

Client: LWPB Boring Number: B7 Sample Location: FAA Center Sample Number: See Test

Specimen Description: Red Brown Clay w/Tr. Sand Sample Depth: 3.5 feet Specimen Remarks:

Sample Type: Undisturbed Specific Gravity: 2.700 Assumed LL: PL:

Rate of Strain (in/min): 0.050000 Peak Corrected Compressive Stress (psi): 65.110 at reading number: 11

Test Performed By: Checked By:

N/A

N/A

FAA Radar Training Relocation

111.713

Height (in) Weight (g)

Specimen A Information W2 Engineering, Inc.

N/A

Specimen A Sample Data

After TestBefore Test

Unconfined Test File Location

N/A

1336.600 N/A

Diameter (in)

18.59

G025-13 FAA Radar Unconfined Tests.HSD

Project Information

Moisture (%)

Sample Parameters

5.900 2.880

N/A

Corr. Comp. Stress

Dry Density (pcf)

2.05 N/A

98.65 0.51

N/A

Height-to-Diameter Ratio Void Ratio

Saturation (%)

Read Number Disp Load

(in) (lbs)

Project FAA Radar Training Relocation Specimen A Test Data

(%) (psi) Strain

0 0.369 17.4 0.000 0.000 1 0.419 195 0.849 27.038 2 0.469 276.8 1.698 39.149 3 0.519 331.3 2.546 46.969 4 0.569 367.7 3.395 51.951 5 0.619 396.6 4.244 55.746 6 0.669 417.3 5.093 58.261 7 0.719 436.3 5.941 60.484 8 0.770 451.1 6.798 62.061 9 0.819 464.3 7.639 63.375

10 0.869 475.9 8.488 64.418 11 0.908 484.2 9.141 65.110

Unconfined Compression Test - Results Page 2 of 5 G025-13 FAA Radar Unconfined Tests.HSD

Client: LWPB Boring Number: B10 Sample Location: FAA Center Sample Number: See Test

Specimen Description: Red Brown Clay w/Tr. Sand Sample Depth: 3.5 feet Specimen Remarks:

Sample Type: Undisturbed Specific Gravity: 2.700 Assumed LL: PL:

Rate of Strain (in/min): 0.050000 Peak Corrected Compressive Stress (psi): 66.085 at reading number: 11

Test Performed By: Checked By:

FAA Radar Training Relocation

Project Information

Specimen B Information W2 Engineering, Inc.

Unconfined Test

File Location G025-13 FAA Radar Unconfined Tests.HSD

N/A

2.830 5.490

1,220.900

N/A N/A

96.39

Disp

0.907

Saturation (%)

Project FAA Radar Training Relocation Specimen B Test Data

Read Number (in)

Void Ratio

14.447

Load

N/A

Strain

0.912

(psi)(%) Corr. Comp. Stress

(lbs)

Specimen B Sample Data

After TestBefore TestSample Parameters Diameter (in)

N/A

Height (in) Weight (g)

20.47Moisture (%)

N/A N/AHeight-to-Diameter Ratio 1.94

0.61

N/A111.801Dry Density (pcf)

0 0.857 14 0.000 0.000

2 0.958 168.6 1.840 24.111 105.8

3 1.007 235.5 2.745 34.237 4 1.057 299.1 3.657 43.660 5 1.107 348.7 4.561 50.772 6 1.158 388.3 5.481 56.242 7 1.207 418.1 6.385 60.131 8 1.258 441.2 7.305 62.949

11 1.361 471.8 9.186 66.085

9 1.307 458.6 8.209 64.867 10 1.357 471 9.122 66.013

Unconfined Compression Test - Results Page 3 of 5 G025-13 FAA Radar Unconfined Tests.HSD

Client: LWPB Boring Number: B4 Sample Location: FAA Center Sample Number: See Test

Specimen Description: Red Brown Clay w/Tr. Sand Sample Depth: 3.5 feet Specimen Remarks:

Sample Type: Undisturbed Specific Gravity: 2.700 Assumed LL: PL:

Rate of Strain (in/min): 0.050000 Peak Corrected Compressive Stress (psi): 49.087 at reading number: 13

Test Performed By: Checked By:

FAA Radar Training Relocation

Moisture (%) 16.89 110.000

W2 Engineering, Inc.

Unconfined Test

Project Information

File Location G025-13 FAA Radar Unconfined Tests.HSD

Height (in) Weight (g)

N/A

Specimen C Sample Data

After TestBefore TestSample Parameters

Specimen C Information

N/A 2.880 5.880

1293.100

N/A

N/A

Diameter (in)

N/A Saturation (%)

Void Ratio

Dry Density (pcf) N/A88.87

2.04 N/A

0.545

Disp

Project FAA Radar Training Relocation Specimen C Test Data

0.859

Height-to-Diameter Ratio

Read Number (in)

0.50

N/A

0 0.494 13.2 0.000 0.000

117.3 15.844

(lbs) Strain Corr. Comp. StressLoad

(psi)(%)

2 0.594 171.9 1.703 23.937 3 0.644 211.5 2.555 29.662 4 0.694 243.7 3.407 34.181 5 0.745 270.2 4.258 37.765 6 0.795 290 5.110 40.318 7 0.845 307.4 5.962 42.461 8 0.895 320.6 6.813 43.967 9 0.945 333.8 7.665 45.439

10 0.995 345.4 8.517 46.645 11 1.045 356.1 9.368 47.705 12 1.095 366 10.220 48.623 13 1.119 371 10.619 49.087

Unconfined Compression Test - Results Page 4 of 5 G025-13 FAA Radar Unconfined Tests.HSD

Client: LWPB Boring Number: B3 Sample Location: FAA Center Sample Number: See Test

Specimen Description: Red Brown Clay w/Tr. Sand Sample Depth: 3.5 feet Specimen Remarks:

Sample Type: Undisturbed Specific Gravity: 2.700 Assumed LL: PL:

Rate of Strain (in/min): 0.050000 Peak…