1616_-_GEOTECHNICAL_REPORT.PDF

Reliable ■ Resourceful ■ Responsive

Geotechnical Engineering Report Existing Parking Lot Repair and New Parking Lot

Tulsa Air National Guard

Tulsa, Oklahoma

November 04, 2016

Terracon Project No. 04165255

Prepared for:

Professional Engineering Consultants, P.A.

Wichita, Kansas

Prepared by:

Terracon Consultants, Inc.

Tulsa, Oklahoma

TABLE OF CONTENTS

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

3.1.1 Existing Parking Lot

3.1.2 New Parking Lot

3.2 Groundwater

3.3 Existing Pavement Thickness

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

4.1.1 Existing Parking Lot

4.1.2 New Parking Lot

4.2 Earthwork

4.2.1 Site Preparation

4.2.2 Fill Material Types

4.2.3 Compaction Requirements

4.2.4 Construction Considerations for Earthwork

4.3 Pavements

4.3.1 Asphalt Replacement for Existing Parking Lot Repair

4.3.2 New Parking Lot Pavement Sections

4.3.3 Pavement Drainage

4.3.4 Pavement Maintenance

5.0 GENERAL COMMENTS

APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Site Location Map

Exhibit A-2 Boring Location Plan

Exhibit A-3 Field Exploration Description

Exhibit A-4 to A-12 Boring Logs B-1 thru B-4 and P-1 thru P-5

APPENDIX B – LABORATORY TESTING

Exhibit B-1 Laboratory Testing

Exhibit B-2 Grain Size Distribution Curve

Exhibit B-3 Atterberg Limits Results

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1 General Notes

Exhibit C-2 Unified Soil Classification

GEOTECHNICAL ENGINEERING REPORT

EXISTING PARKING LOT REPAIR AND NEW PARKING LOT

TULSA AIR NATIONAL GUARD

TULSA, OKLAHOMA

Terracon Project No. 04165255

November 04, 2016

1.0 INTRODUCTION

This geotechnical engineering report has been completed for the proposed parking lot repair at the

Tulsa Air National Guard (TANG) base and new parking lot planned east of the Tulsa Air National

Guard base in Tulsa, Oklahoma (Appendix A, Exhibit A-1, Site Location Map). Four borings, designated B-1 through B-4, were performed to depths of approximately 3.5 feet below the existing ground surface for the existing parking lot. Five borings, designated P-1 through P-5, were drilled for the new parking lot. Boring logs, along with a location map and boring location plans, are included in Appendix A of this report.

The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

subsurface soil conditions pavement subgrade groundwater conditions pavement section thickness earthwork

2.0 PROJECT INFORMATION

2.1 Project Description

Item Description

Site layout See Appendix A, Exhibit A-2, Boring Location Plan

Proposed development Existing parking lot repair and new parking lot construction

Grading

Existing Parking Lot: We anticipate that the existing paving grades will essentially remain the same after rehabilitation

New Parking Lot: We anticipate maximum cut and fill depths of approximately 1 foot will be required to develop final pavement subgrade elevations

Geotechnical Engineering Report Existing Parking Lot Repair and New Parking Lot ■ Tulsa, Oklahoma November 04, 2016 ■ Terracon Project No. 04165255

2.2 Site Location and Description

Location

Existing Parking Lot: Air National Guard base located at 4200-

4246 North 93rd East Avenue, Tulsa, Oklahoma

New Parking Lot: Southeast corner of East 44th Street North and

North 93rd East Avenue in Tulsa, Oklahoma

Existing improvements

Existing Parking Lot: Asphaltic concrete parking and drive areas.

The pavement shows distress, including different types of cracking, and raveling

New Parking Lot: None

Current ground cover Asphalt at the existing parking lot and grass and some trees at the new parking lot

Existing topography Flat with an elevation difference of approximately 0.5 foot as observed between our borings at each site

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

Based on the results of the borings, subsurface conditions on the project site can be generalized as follows:

3.1.1 Existing Parking Lot

Stratum Approximate Depth to Bottom of

Stratum Material Encountered Comments

Surface 2.5 to 3.5 inches Asphaltic concrete N/A

1 1.8 to 2 feet Fill: Aggregate base N/A

Encountered to termination depths of 3.5 feet Lean to fat clay and fat clay Stiff

3.1.2 New Parking Lot

Stratum Material Encountered Comments

Surface1 2 to 4 inches Topsoil and vegetation N/A

12 2.5 feet

Fill: Lean clay with sand, gravel, brick fragments and wood chips

N/A

Stratum Material Encountered Comments

Encountered to termination depths of 4.5 feet and 10 feet in all borings

Lean clay, sandy lean clay, lean to fat clay, and fat clay Medium stiff to stiff

1. Some gravel was encountered at the ground surface at boring P-1.

2. Encountered in boring P-1.

Based on visual observation and test results, the near surface soils below the existing parking lot and at the proposed parking lot location generally classify as moderate to high plasticity clays. Selected soil samples tested in our laboratory had the following measured liquid limit, plastic limit and plasticity index values:

Sample Location, Depth Liquid Limit, Plastic Limit, Plasticity Index, Boring B-1, 2.0 – 3.5 ft. 47 17 30

Boring B-3, 0.5 – 2.0 ft. 41 15 26

Boring P-2, 0.5 – 2.0 ft. 29 18 11

Boring P-4, 0.5 – 2.0 ft. 45 16 29

The aggregate base from one of the borings at the existing parking lot has been tested for grain size distribution. A grain size distribution curve is included in Appendix B of this report. Conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Details for each boring can be found on the boring logs in Appendix A of this report.

3.2 Groundwater

The boreholes were observed while drilling and immediately after completion for the presence and level of groundwater. Groundwater was not encountered during our field exploration except at boring P-1, where groundwater was encountered at a depth of about 5.5 feet while drilling.

The groundwater level observations made during our exploration provide an indication of the groundwater conditions at the time the borings were drilled. Longer monitoring in piezometers or cased holes, sealed from the influence of surface water, would be required to evaluate longer-term groundwater conditions. During some periods of the year, perched water could be present.

Fluctuations in groundwater levels should be expected throughout the year depending upon variations in the amount of rainfall, runoff, evaporation, and other hydrological factors not apparent at the time the borings were performed.

3.3 Existing Pavement Thickness – Existing Parking Lot

The thicknesses of asphalt pavements encountered at the boring locations are summarized below.

Boring Number Asphalt Thickness

(inches)

Aggregate Base Thickness

(inches)

B-1 3 19

B-2 3.5 18

B-3 2.5 19.5

B-4 3 19

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

4.1.1 Existing Parking Lot

During our recent site visit, we observed several types of pavement distress, including longitudinal cracking, transverse cracking, block cracking and raveling, and depressions. The asphalt cores have separation within the asphalt cored and disintegration of the asphalt in two of the cores. Water migrating through cracks and joints may be a potential contributing factor to the pavement distress.

We understand the intended repair was to mill some depth of asphalt and overlay the remaining asphalt with new asphalt. However, considering the relatively thin asphalt sections encountered at our boring locations, the high-severity distresses observed in the pavement surface, and the disintegration of the asphalt, a complete full-depth pavement (asphalt and aggregate base) reconstruction will be the more positive means of rehabilitating the pavements for an extended service life.

However, based on our conversation with Professional Engineering Consultants, P.A., we understand a less expensive rehabilitation option is preferred. In light of this, we recommend the entire thickness of asphalt be removed and a new asphalt be constructed on existing aggregate base. The new asphalt section should only be constructed where the aggregate base passes a proofroll. At areas that do not pass a proofroll, the aggregate base should be removed and replaced with new aggregate base. Relatively high moisture content, unstable subgrade soils could be encountered after removal of aggregate base. Therefore, at locations where soft, unstable aggregate base is removed, it should be expected that unstable subgrade soils will be encountered that will need to be removed and replaced with engineered fill or stabilized to adequately support the new pavement section.

The recommended pavement thickness for the existing parking lot is provided in section 4.3.1

Asphalt Replacement for Existing Parking Lot Repair.

4.1.2 New Parking Lot

Subgrade improvements are recommended to improve longer term support for the new parking lot. Recommended pavement sections are provided in section 4.3.2 New Parking Lot

Pavement Sections.

Recommendations regarding general earthwork and the design and construction of pavements are provided below for both the existing parking lot repair and new parking lot construction, as applicable.

4.2 Earthwork

4.2.1 Site Preparation

4.2.1.1 Existing Parking Lot

The full depth of existing asphalt should be removed in the existing parking area. The exposed aggregate base should be proofrolled to locate soft, unstable areas. Proofrolling should be performed with a loaded tandem axle dump truck weighing at least 25 tons. Soft, unstable aggregate base should be removed and replaced full-depth. Based on our experience, unstable aggregate base with high moisture content will be encountered directly beneath existing pavements.

At locations where the full-depth of aggregate base will be removed, the exposed subgrade should be proofrolled to aid in locating soft, unstable soils. Stable subgrade should be scarified to a minimum depth of 9 inches, moisture conditioned, and compacted as recommended in section 4.2.3 Compaction Requirements. Unstable subgrade should be removed or stabilized in place as discussed in section 4.2.4.1 Existing Parking Lot.

Prior to placing any fill or aggregate base materials, the subgrade should be free of loose or disturbed material, debris, or water.

4.2.1.2 New Parking Lot

Areas within the limits of construction should be stripped and cleared of topsoil, vegetation, trees and any other deleterious material. Tree stumps and major root systems should be removed completely.

After stripping and completing any cuts, the subgrade should be proofrolled to aid in locating soft, unstable or otherwise unsuitable soils. Proofrolling should be performed with a loaded tandem axle dump truck weighing at least 25 tons. Soft, unstable soils should be removed and replaced full-depth, if they cannot be adequately stabilized in-place.

After completing the proofrolling, and before placing any fill, the exposed subgrade should be scarified to a minimum depth of 9 inches, moisture conditioned, and compacted as recommended in section 4.2.3 Compaction Requirements.

Prior to placing any fill or aggregate base materials, the subgrade should be free of loose or disturbed material, debris, or water.

4.2.2 Fill Material Types

Engineered fill should meet the following material property requirements:

Fill Type 1 USCS Classification Acceptable Location for Placement

Imported Low Volume

Change Material 2

CL or SC

(PI ≤ 20)

Existing Parking Lot: All locations and elevations below aggregate base course (at possible full-depth construction locations)

New Parking Lot: All locations and elevations.

ODOT Type A

Aggregate Base3 GW-GM or GW-GC

Existing Parking Lot: Aggregate base course beneath pavement.

New Parking Lot: Aggregate base course beneath pavement.

On-Site Clay Soils

CL

(PI < 20)

Existing Parking Lot: Not allowed for use as fill beneath pavements.

New Parking Lot: All locations and elevations below aggregate base course.

On-Site Lean to Fat

Clay or Fat Clay Soils

CL-CH or CH

(PI >20)

Not allowed for use as fill beneath the pavements.

1. Controlled, compacted fill should consist of approved materials that are free of organic matter and debris and contain maximum rock size of 3 inches. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineer for evaluation.

2. Low plasticity cohesive soil having a plasticity index (PI) of 8 to 20 and containing at least 15% fines (material passing the No. 200 sieve, based on dry weight). An approved ODOT Type A aggregate base can also be used as LVC fill material.

3. Section 703.01 Oklahoma Department of Transportation Standard Specifications for Highway

Construction.

4.2.3 Compaction Requirements

The scarified and compacted subgrade and fill should be moisture conditioned and compacted using the recommendations in the following table:

Subgrade Scarification Depth 9 inches

Fill Lift Thickness1 9 inches or less in loose thickness

Compaction Requirements2 At least 95% of the material’s maximum standard Proctor dry density (ASTM D-698)

Moisture Content

On-Site Clay or Imported Cohesive LVC Material: -2 to

+2% of the optimum moisture content

Aggregate Base: Workable moisture content 3

1. Thinner lifts are recommended in confined areas or when hand-operated compaction equipment is used.

2. We recommend that engineered fills (including scarified and compacted subgrade) be tested for moisture content and compaction. 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.

3. Workable moisture content should be the level of moisture sufficient to achieve satisfactory compaction without causing the material to pump when proofrolled.

The recommended moisture content should be maintained in the scarified and compacted subgrade, fills and aggregate base, until fills are completed and pavements are constructed.

4.2.4 Construction Considerations for Earthwork

4.2.4.1 Existing Parking Lot

Unstable aggregate base should be expected after removal of the existing asphaltic concrete.

Terracon should evaluate the exposed aggregate base, along with observing proofrolling of the aggregate base where feasible, for the presence and extent of unstable locations. In areas where the aggregate base does not pass proofroll, the aggregate base should be removed and the exposed subgrade evaluated. Unstable subgrade soils that cannot be stabilized in-place by scarification, drying/aerating, and compacting, should be removed and replaced with engineered fill. Bridging unstable soils with crushed aggregate base reinforced with a geogrid mat could also be considered. An additional thickness of aggregate base beyond that required to meet existing grades in conjunction with the geogrid mat would likely be required to effectively bridge unstable soils.

Where unstable soils require undercutting in confined areas, the use of aggregate base material as the fill material (with or without an underlying geogrid) to replace the undercut material should be considered to facilitate proper fill compaction particularly if smaller hand operated or self-propelled compaction equipment is used.

Upon completion of filling and grading as required, care should be taken to maintain the recommended subgrade/aggregate base moisture content prior to construction of pavements.

Construction traffic over the completed aggregate base or subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared surfaces.

Terracon should be retained during the construction phase of the project to perform observation and testing during earthwork.

4.2.4.2 New Parking Lot

Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to pavement construction. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to pavement construction.

The geotechnical engineer should be retained during the construction phase of the project to provide observation and testing during subgrade preparation and earthwork.

4.3 Pavements

4.3.1 Asphalt Replacement for Existing Parking Lot Repair

As mentioned previously, based on visual observation of the existing pavement and the condition of the extracted pavement cores, the existing parking lot can be rehabilitated by removing the entire section of asphaltic concrete and replacing it with new asphalt. The same thickness of asphaltic concrete that is currently in place (3 inches) should be placed on a stable aggregate base that has passed proofroll.

4.3.2 New Parking Lot Pavement Sections

Based on the results of the borings and anticipated grade changes, the pavement subgrade could consist of new engineered fill, approved existing fill or native clay soils with moderate to high plasticity.

We recommend that subgrade improvement be accomplished by constructing a minimum

10-inch thick layer of select fill beneath the pavement section. The on-site subgrade soils should be overexcavated sufficiently to construct a minimum 10-inch thick layer of select fill below the pavement section. The select fill should meet the criteria for Imported Low Volume

Change material stated in Section 4.2.2 Fill Material Types.

Alternatively, subgrade improvement can be accomplished by modifying the upper 8 inches of the pavement subgrade with hydrated lime or Type C fly ash. We recommend that a minimum of 4 to 6 percent lime or 13 to 15 percent Type C fly ash, based on the material’s compacted dry unit weight, be used to modify the subgrade soils. Lime and fly ash modification should be performed according to the ODOT Specifications.

Minimum alternative pavement sections are outlined below. The sections assume that light-duty pavements will be traveled only by automobiles and heavy-duty pavements will be traveled by no more than 5 trucks per day having a gross weight of 50,000 pounds or equivalent trafficking.

Periodic maintenance should be planned to extend the pavement life. Other pavement sections could be considered.

MINIMUM PAVEMENT RECOMMENDATIONS

Heavy-Duty Light-Duty

Pavement Section I

Asphaltic Concrete

Over Aggregate Base

Over Select Fill or Modified

Subgrade

2.0” Type “C” Asphaltic

Concrete1

3.0” Type “C” Asphaltic

Concrete1

2.5” Type “A” Asphaltic

Concrete1

6.0” Aggregate Base2

6.0” Aggregate Base1 10.0” Select Fill OR

8.0” Modified Subgrade1

10.0” Select Fill OR

8.0” Modified Subgrade1

Pavement Section II

3,500 psi Air Entrained Portland

Cement Concrete

Over Select Fill or Modified

Subgrade

6.0" Concrete 5.0" Concrete

10.0” Select Fill OR

8.0” Modified Subgrade1

10.0" Select Fill OR

8.0” Modified Subgrade1

1. AC = Asphaltic Concrete

2. Oklahoma Department of Transportation Standard Specifications.

4.3.3 Pavement Drainage

Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. The following recommendations should also be considered:

The subgrade and the pavement surface should have a minimum ¼ inch per foot slope to promote proper surface drainage;

Install subsurface drainage, as required, along edges of pavement constructed adjacent to areas of frequent wetting (e.g. landscape bed and grass areas);

Install joint sealant and seal cracks immediately;

Fill landscape beds to levels above the surrounding curb and walkways to reduce the accumulation and ponding of water;

Seal all landscaped areas in, or adjacent to pavements to minimize or prevent moisture migration to subgrade soils or install internal subsurface drainage to collect and drain away accumulated water.

4.3.4 Pavement Maintenance

The pavement sections provided in this report represent minimum recommended thicknesses and, as such, periodic maintenance should be anticipated. Preventive maintenance should be planned and provided for through an on-going pavement management program. Preventive maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventive maintenance consists of both localized maintenance (e.g.

crack and joint sealing and patching) and global maintenance (e.g. surface sealing). Preventive maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventive maintenance. Even with periodic maintenance, some movements and related cracking may still occur and repairs may be required.

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 pavement cores and borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or 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 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

FIELD EXPLORATION

N

APPROXIMATE SITE LOCATION

© 2016 GOOGLE

APPROXIMATE SCALE IN FEET

300 0 200 300100

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:

File No.

Consulting Engineers and Scientists

EXHIBIT NO.

9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA 74145

FAX. (918) 250-4570PH. (918) 250-0461

SMG

JM

SMG

BMW

04165255

SEE BAR SCALE

04165255

NOVEMBER 2016

SITE LOCATION MAP

A-1

GEOTECHNICAL EXPLORATION

EXISTING PARKING LOT REPAIR AND NEW PARKING LOT

TULSA, OKLAHOMA

sgebretsadik Text Box

APPROXIMATE SITE LOCATIONS

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:

File No.

Consulting Engineers and Scientists

EXHIBIT NO.

9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA 74145

FAX. (918) 250-4570PH. (918) 250-0461

SMG

JM

SMG

BMW

04165255

SEE BAR SCALE

04165255

NOVEMBER 2016

BORING LOCATION PLAN

A-2

GEOTECHNICAL EXPLORATION

EXISTING PARKING LOT REPAIR AND NEW PARKING LOT

TULSA, OKLAHOMA

N© 2016 GOOGLE

LEGEND

BORING LOCATION

DIAGRAM IS FOR GENERAL LOCATION ONLY,

AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

APPROXIMATE SCALE IN FEET

40 0 20 403010

B-1

B-2

B-3

B-4

BENCHMARK: TOP OF CULVERT.

ELEVATION 100 FEET

Project Mngr:

Approved By:

Checked By:

Drawn By:

Project No.

Scale:

Date:

File No.

Consulting Engineers and Scientists

EXHIBIT NO.

9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA 74145

FAX. (918) 250-4570PH. (918) 250-0461

SMG

JM

SMG

BMW

04165255

SEE BAR SCALE

04165255

NOVEMBER 2016

BORING LOCATION PLAN

A-2

GEOTECHNICAL EXPLORATION

EXISTING PARKING LOT REPAIR AND NEW PARKING LOT

TULSA, OKLAHOMA

N

APPROXIMATE SCALE IN FEET

0 5050

© 2016 GOOGLE

LEGEND

BORING LOCATION

DIAGRAM IS FOR GENERAL LOCATION ONLY,

AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

P-1

P-2

P-3

P-4

P-5

BENCHMARK: TOP OF GAS

METER. ELEVATION 100 FEET

Exhibit A-3

Field Exploration Description

The boring locations were established in the field by Terracon personnel by taping or pacing from existing reference features and making use of a hand-held GPS unit. Terracon determined the approximate ground surface elevations at the borings using an engineer’s level. At the existing parking lot, the top of a culvert near the northwest corner of the site (shown on Page 1 of 2 of Exhibit A-2, Boring Location Plan) was used as a benchmark. At the new parking lot, the top of a gas meter located north of the site (shown on Page 2 of 2 of Exhibit A-2, Boring

Location Plan) was used as a benchmark. The approximate ground surface elevations at the borings, based on an arbitrary elevation of 100.00 feet for the benchmarks, are shown near the top of the boring logs. The elevations shown on the logs have been rounded to the nearest 0.5 feet. The boring locations and elevations should be considered accurate only to the degree implied by the methods used to define them.

At the existing parking lot, we used a core machine with a diamond-bit core barrel to core the pavement. Borings were drilled after coring through the pavement at the existing parking lot. At both sites, the borings were drilled with an ATV-mounted rotary drill rig using continuous flight solid-stem augers to advance the boreholes. Representative samples were obtained by the split-barrel sampling procedure. The split-barrel sampling procedure uses a standard 2-inch, O.D. split-barrel sampling spoon that is driven into the bottom of the boring with a 140-pound drive hammer falling 30 inches. The number of blows required to advance the sampling spoon the last 12 inches, or less, of an 18-inch sampling interval or portion thereof, is recorded as the standard penetration resistance value, N. The N value is used to estimate the in-situ relative density of granular soils and, to a lesser degree of accuracy, the consistency of cohesive soils.

The sampling depths, penetration distances, and N values are reported on the pavement core logs. The samples were tagged for identification, sealed to reduce moisture loss and returned to the laboratory for further examination, testing and classification.

An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report.

A field log of each boring was prepared by the drill crew. These logs included visual classifications of the materials encountered during drilling as well as the driller’s interpretation of the subsurface conditions between samples. Final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on laboratory observation and tests of the samples.

21-14-8 N=22

3-3-4 N=7

0.3

1.8

3.5

ASPHALT (3"), (separation at about 1.5")

FILL - AGGREGATE BASE

LEAN CLAY/FAT CLAY (CL/CH), trace gravel, dark grayish-brown, trace gray, medium stiff

Boring Terminated at 3.5 Feet

19 47-17-30

97.5

G R

A P

H

IC

L O

G

Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T

G

E O

S M

A R

T L

O G

-N O

W E

LL

B

O R

E L

O G

S .G

P J

F

IE

LD

T

E S

T R

E S

U

LT

S

DEPTH

LOCATION See Exhibit A-2

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ps i)

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: 101.0 (Ft.)

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

Tulsa Air National Guard Tulsa, Oklahoma

SITE:

Advancement Method:

Diamond core bit thru pavement; power auger thereafter

Abandonment Method:

9522 E 47th Pl Ste D Tulsa, OK

Notes:

Project No.: 04165255

Drill Rig: ATV 910

Boring Started: 10/13/2016

BORING LOG NO. B-1

Professional Engineering Consultants, P.A.CLIENT:

Wichita, Kansas

Driller: AS

Boring Completed: 10/13/2016

Exhibit: A-4

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Existing Parking Lot Repair and New Parking Lot

WATER LEVEL OBSERVATIONS

Not Encountered After Boring

Not Encountered While Drilling

18-5-7 N=12

2-5-6 N=11

0.3

2.0

3.5

ASPHALT (3.5"), (separation at about 1.5" and 3", disintegration below 3")

FILL - AGGREGATE BASE

LEAN CLAY/FAT CLAY (CL-CH), with lean clay layers, gray, brown and yellowish-brown, stiff

Boring Terminated at 3.5 Feet

98.5

G R

A P

H

IC

L O

G

Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

O

S M

A R

T L

O G

-N O

W E

LL

B

O R

E L

O G

S .G

P J

F

IE

LD

T

E S

T R

E S

U

LT

S

DEPTH

LOCATION See Exhibit A-2

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ps i)

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: 100.5 (Ft.)

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

Tulsa Air National Guard Tulsa, Oklahoma

SITE:

Advancement Method:

Diamond core bit thru pavement; power auger thereafter

Abandonment Method:

9522 E 47th Pl Ste D Tulsa, OK

Notes:

Project No.: 04165255

Drill Rig: ATV 910

Boring Started: 10/13/2016

BORING LOG NO. B-2

Professional Engineering Consultants, P.A.CLIENT:

Wichita, Kansas

Driller: AS

Boring Completed: 10/13/2016

Exhibit: A-5

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Existing Parking Lot Repair and New Parking Lot

WATER LEVEL OBSERVATIONS

16-17-7 N=24

3-5-5 N=10

0.3

1.8 2.0

3.5

ASPHALT (2.5"), (separation at about 1.25", disintegration below 1.25")

FILL - AGGEGATE BASE

FILL - LEAN CLAY , with gravel, brown LEAN CLAY/FAT CLAY (CL-CH), olive-brown, trace gray and yellowish-brown, stiff

Boring Terminated at 3.5 Feet

41-15-26

100.5

98.5 98.5

G R

A P

H

IC

L O

G

Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

O

S M

A R

T L

O G

-N O

W E

LL

B

O R

E L

O G

S .G

P J

F

IE

LD

T

E S

T R

E S

U

LT

S

DEPTH

LOCATION See Exhibit A-2

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ps i)

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: 100.5 (Ft.)

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

Tulsa Air National Guard Tulsa, Oklahoma

SITE:

Advancement Method:

Diamond core bit thru pavement; power auger thereafter

Abandonment Method:

9522 E 47th Pl Ste D Tulsa, OK

Notes:

Project No.: 04165255

Drill Rig: ATV 910

Boring Started: 10/13/2016

BORING LOG NO. B-3

Professional Engineering Consultants, P.A.CLIENT:

Wichita, Kansas

Driller: AS

Boring Completed: 10/13/2016

Exhibit: A-6

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Existing Parking Lot Repair and New Parking Lot

WATER LEVEL OBSERVATIONS

16-15-4 N=19

3-3-5 N=8

0.3

1.8

3.5

ASPHALT (3"), (separation at about 1.5" and 2.5")

FILL - AGGREGATE BASE

FAT CLAY (CH), with lean clay layers, gray with yellowish-brown and reddish-brown, stiff

Boring Terminated at 3.5 Feet

100.5

98.5

G R

A P

H

IC

L O

G

Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

O

S M

A R

T L

O G

-N O

W E

LL

B

O R

E L

O G

S .G

P J

F

IE

LD

T

E S

T R

E S

U

LT

S

DEPTH

LOCATION See Exhibit A-2

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ps i)

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: 100.5 (Ft.)

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

Tulsa Air National Guard Tulsa, Oklahoma

SITE:

Advancement Method:

Diamond core bit thru pavement; power auger thereafter

Abandonment Method:

9522 E 47th Pl Ste D Tulsa, OK

Notes:

Project No.: 04165255

Drill Rig: ATV 910

Boring Started: 10/13/2016

BORING LOG NO. B-4

Professional Engineering Consultants, P.A.CLIENT:

Wichita, Kansas

Driller: AS

Boring Completed: 10/13/2016

Exhibit: A-7

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Existing Parking Lot Repair and New Parking Lot

WATER LEVEL OBSERVATIONS

5-5-7 N=12

5-5-8 N=13

4-6-9 N=15

2-5-5 N=10

0.2

2.5

5.0

8.5

10.0

TOPSOIL (2"), AND GRAVEL

FILL - LEAN CLAY , with sand, gravel, brick fragments and wood chips, brown

LEAN CLAY/FAT CLAY (CL/CH), brown and yellowish-brown, stiff

LEAN CLAY/FAT CLAY (CL/CH), with sand, brown with orangish-brown, stiff

SANDY LEAN CLAY (CL), orangish-brown, stiff

Boring Terminated at 10 Feet

94.5

88.5

G R

A P

H

IC

L O

G

Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

O

S M

A R

T L

O G

-N O

W E

LL

B

O R

E L

O G

S .G

P J

F

IE

LD

T

E S

T R

E S

U

LT

S

DEPTH

LOCATION See Exhibit A-2

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ps i)

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: 97.0 (Ft.)

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

Tulsa Air National Guard Tulsa, Oklahoma

SITE:

Advancement Method:

Power Auger

Abandonment Method:

9522 E 47th Pl Ste D Tulsa, OK

Notes:

Project No.: 04165255

Drill Rig: ATV 910

Boring Started: 10/13/2016

BORING LOG NO. P-1

Professional Engineering Consultants, P.A.CLIENT:

Wichita, Kansas

Driller: AS

Boring Completed: 10/13/2016

Exhibit: A-8

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Existing Parking Lot Repair and New Parking Lot

WATER LEVEL OBSERVATIONS

5.5 ft While Sampling

3-4-5 N=9

3-5-6 N=11

0.3

3.0

4.5

TOPSOIL (4")

SANDY LEAN CLAY (CL), brown, stiff

LEAN CLAY (CL), with sand, grayish-brown with yellowish-brown, stiff

Boring Terminated at 4.5 Feet

29-18-11

93.5

G R

A P

H

IC

L O

G

Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

O

S M

A R

T L

O G

-N O

W E

LL

B

O R

E L

O G

S .G

P J

F

IE

LD

T

E S

T R

E S

U

LT

S

DEPTH

LOCATION See Exhibit A-2

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ps i)

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: 96.5 (Ft.)

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

Tulsa Air National Guard Tulsa, Oklahoma

SITE:

Advancement Method:

Power Auger

Abandonment Method:

9522 E 47th Pl Ste D Tulsa, OK

Notes:

Project No.: 04165255

Drill Rig: ATV 910

Boring Started: 10/13/2016

BORING LOG NO. P-2

Professional Engineering Consultants, P.A.CLIENT:

Wichita, Kansas

Driller: AS

Boring Completed: 10/13/2016

Exhibit: A-9

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Existing Parking Lot Repair and New Parking Lot

WATER LEVEL OBSERVATIONS

3-5-5 N=10

3-4-5 N=9

0.3

3.0

4.5

TOPSOIL (4")

LEAN CLAY/FAT CLAY (CL/CH), dark brown with olive-brown, stiff

LEAN CLAY (CL), grayish-brown with yellowish-brown, stiff

Boring Terminated at 4.5 Feet

93.5

G R

A P

H

IC

L O

G

Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

O

S M

A R

T L

O G

-N O

W E

LL

B

O R

E L

O G

S .G

P J

F

IE

LD

T

E S

T R

E S

U

LT

S

DEPTH

LOCATION See Exhibit A-2

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ps i)

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: 96.5 (Ft.)

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

Tulsa Air National Guard Tulsa, Oklahoma

SITE:

Advancement Method:

Power Auger

Abandonment Method:

9522 E 47th Pl Ste D Tulsa, OK

Notes:

Project No.: 04165255

Drill Rig: ATV 910

Boring Started: 10/13/2016

BORING LOG NO. P-3

Professional Engineering Consultants, P.A.CLIENT:

Wichita, Kansas

Driller: AS

Boring Completed: 10/13/2016

Exhibit: A-10

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Existing Parking Lot Repair and New Parking Lot

WATER LEVEL OBSERVATIONS

2-2-4 N=6

1-3-4 N=7

0.3

3.0

4.5

TOPSOIL (3")

LEAN CLAY/FAT CLAY (CL/CH), dark brown, medium stiff

FAT CLAY (CH), gray with yellowish-brown, trace brown, medium stiff

Boring Terminated at 4.5 Feet

45-16-29

92.5

G R

A P

H

IC

L O

G

Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

O

S M

A R

T L

O G

-N O

W E

LL

B

O R

E L

O G

S .G

P J

F

IE

LD

T

E S

T R

E S

U

LT

S

DEPTH

LOCATION See Exhibit A-2

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ps i)

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: 97.0 (Ft.)

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

Tulsa Air National Guard Tulsa, Oklahoma

SITE:

Advancement Method:

Power Auger

Abandonment Method:

9522 E 47th Pl Ste D Tulsa, OK

Notes:

Project No.: 04165255

Drill Rig: ATV 910

Boring Started: 10/13/2016

BORING LOG NO. P-4

Professional Engineering Consultants, P.A.CLIENT:

Wichita, Kansas

Driller: AS

Boring Completed: 10/13/2016

Exhibit: A-11

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Existing Parking Lot Repair and New Parking Lot

WATER LEVEL OBSERVATIONS

3-3-5 N=8

3-5-6 N=11

2-3-5 N=8

3-3-5 N=8

0.3

2.0

5.0

8.5

10.0

TOPSOIL (4")

LEAN CLAY (CL), dark brown, stiff

LEAN CLAY/FAT CLAY (CL/CH), grayish-brown, trace yellowish-brown, stiff

FAT CLAY (CH), gray, trace yellowish-brown, stiff

LEAN CLAY/FAT CLAY (CL/CH), gray with yellowish-brown, stiff

Boring Terminated at 10 Feet

94.5

91.5

86.5

G R

A P

H

IC

L O

G

Hammer Type: Automatic +Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Stratification lines are approximate. In-situ, the transition may be gradual.

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

O

S M

A R

T L

O G

-N O

W E

LL

B

O R

E L

O G

S .G

P J

F

IE

LD

T

E S

T R

E S

U

LT

S

DEPTH

LOCATION See Exhibit A-2

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ps i)

P E

R C

E N

T F

IN

E

S

W A

T E

R C

O N

T E

N T

LL-PL-PI

ATTERBERG

LIMITS

ELEVATION (Ft.)

Surface Elev.: 96.5 (Ft.)

S A

M P

LE

T

Y P

E

W A

T E

R L

E V

E L

O B

S E

R V

A T

IO

N

S

D E

P T

H

F t.)

R E

C O

V E

R Y

In

Tulsa Air National Guard Tulsa, Oklahoma

SITE:

Advancement Method:

Power Auger

Abandonment Method:

9522 E 47th Pl Ste D Tulsa, OK

Notes:

Project No.: 04165255

Drill Rig: ATV 910

Boring Started: 10/13/2016

BORING LOG NO. P-5

Professional Engineering Consultants, P.A.CLIENT:

Wichita, Kansas

Driller: AS

Boring Completed: 10/13/2016

Exhibit: A-12

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Existing Parking Lot Repair and New Parking Lot

WATER LEVEL OBSERVATIONS

APPENDIX B

LABORATORY TESTING

Exhibit B-1

Laboratory Testing

Samples retrieved during the field exploration were taken to the laboratory for further observation by the project geotechnical engineer and were classified in accordance with the

Unified Soil Classification System (USCS) described in Appendix C. The field descriptions were modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials.

Laboratory tests were conducted on selected soil samples. The laboratory test results are presented on the boring logs next to the respective samples. Laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards.

Selected soil samples obtained from the site were tested for the following engineering properties:

Water content (ASTM D2216)

Atterberg limits (ASTM D4318)

Grain size distribution (ASTM D422)

Procedural standards noted above are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment.

0.0010.010.1110100

% GRAVEL % SAND

D30

D10

CC

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

% SILT

1 1/2

3/4 1/2 3/8 #4 #10 #40 #200

100.0 95.06 87.99 74.24 46.68 30.19

18.01

11.51

GRAIN SIZE DISTRIBUTION

0.5 - 2

SILT OR CLAYCOBBLES

GRAVEL SAND

medium

11.5

GRAIN SIZE IN MILLIMETERS

PERCENT FINER

3/4 1/23/8

SIEVE

(size)

D60

30 406 2001.5 81 140

% FINES % CLAY USCS

B-1 0.0 53.3 35.2

DEPTH

1.953

6.641

11.48

U.S. SIEVE NUMBERS

44 10063 2 fine coarse

SOIL DESCRIPTION

CU 132.68

BORING ID

10 14 50

GRAIN SIZE

16 20

REMARKS

3 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

coarse fine

COEFFICIENTS

% COBBLES

ASTM D422 / ASTM C136

9522 E 47th Pl Ste D Tulsa, OK

PROJECT NUMBER: 04165255

PROJECT: Existing Parking Lot Repair and

New Parking Lot

SITE: Tulsa Air National Guard Base Tulsa, Oklahoma

CLIENT: Professional Engineering Consultants, P.A.

Wichita, Kansas

EXHIBIT: B-2

LA

B

O R

A T

O R

Y T

E S

T S

A R

E N

O T

V A

LI

D

IF

S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

R E

P O

R

R

A

IN

S

IZ

E : A

A S

H T

O -1

B O

R E

L O

G S

.G P

J T

E R

R A

C O

N

.G

D T

1/

4/

0 20 40 60 80 100

Fines

P L A S T I C I T Y

I N D E X

LIQUID LIMIT

"U " L ine

"A " L ine

LL USCS

CH

o r

OH

CL

o r

OL

ML or OL

MH or OH

PL PIBoring ID Depth Description

B-1

B-3

P-2

P-4

ATTERBERG LIMITS RESULTS

ASTM D4318

2 - 3.5

1.8

0.5 - 2

0.5 - 2

9522 E 47th Pl Ste D Tulsa, OK

PROJECT NUMBER: 04165255

PROJECT: Existing Parking Lot Repair and

New Parking Lot

SITE: Tulsa Air National Guard Base Tulsa, Oklahoma

CLIENT: Professional Engineering Consultants, P.A.

Wichita, Kansas

EXHIBIT: B-3

LA

B

O R

A T

O R

Y T

E S

T S

A R

E N

O T

V A

LI

D

IF

S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

R E

P O

R

A

T E

R B

E R

G L

IM

IT

S

B O

R E

L O

G S

.G P

J T

E R

R A

C O

N

.G

D T

/4 /1

CL-ML

APPENDIX C

SUPPORTING DOCUMENTS

1 - 10 11 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s) of other constituents

Percent of Dry Weight

Hand Penetrometer

Torvane

Standard Penetration Test (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Texas Cone Penetrometer

Trace With Modifier

Water Level After a Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

Trace With Modifier

Standard Penetration or N-Value

Blows/Ft.

Descriptive Term (Consistency)

Loose

Very Stiff

Standard Penetration or N-Value

Blows/Ft.

Ring Sampler Blows/Ft.

Ring Sampler Blows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff 5 - 9

30 - 50

W A

T E

R L

E V

E L

Auger

Shelby Tube

Grab Sample

F

IE

L D

T E

S T

S

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term (Density)

Non-plastic Low Medium High

Boulders Cobbles Gravel Sand Silt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

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

Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

> 8,000

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

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.

Plasticity Index

8 - 15

Split Spoon

Rock Core

PLASTICITY DESCRIPTION

Term

< 15 15 - 29 > 30

Descriptive Term(s) of other constituents

Water Initially Encountered

Water Level After a Specified Period of Time

Major Component of Sample

Percent of Dry Weight

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Hard

Very Loose 0 - 3 0 - 6 Very Soft

7 - 18 Soft

10 - 29 19 - 58

59 - 98 Stiff less than 500

500 to 1,000

1,000 to 2,000

2,000 to 4,000

4,000 to 8,000> 99

LOCATION AND ELEVATION NOTES

S A

M P

L

IN

G

< 5 5 - 12 > 12

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm)

S T

R E

N G

T H

T E

R M

S Unconfined Compressive Strength, Qu, psf

4 - 8

GENERAL NOTES

Texas Cone

(HP)

(T)

(b/f)

(PID)

(OVA)

(TCP)

Pressure Meter

Exhibit C-1

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 E GW Well-graded gravel F

Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

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 D

Cu 6 and 1 Cc 3 E SW Well-graded sand I

Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

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 K,L,M

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 K,L,M

PI plots below “A” line MH Elastic Silt K,L,M

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-inch (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

F 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…