01660-001_R1_Cantonment_Rd_Pavement_Design_Report.pdf

Pavement Design Report Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

March 6, 2018

Submitted To:

HDR Engineering, Inc.

1401 E. Trent Ave., Suite 101 Spokane, WA 99202

By:

Shannon & Wilson, Inc.

1321 Bannock Street, Suite 200 Denver, Colorado 80204

23-1-01660-001

01660-001_R1/wp/ksm 23-1-01660-001 i

TABLE OF CONTENTS

Page

1.0 INTRODUCTION

2.0 PROJECT AND SITE DESCRIPTION

3.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING

3.1 Field Investigation

3.2 Geotechnical Laboratory Testing

3.3 Full Depth Reclamation with Cement Preliminary Mix Design Testing

4.0 REGIONAL GEOLOGY AND SUBSURFACE CONDITIONS

4.1 Regional Geology

4.2 Ground Conditions

4.3 Groundwater

5.0 PAVEMENT RECOMMENDATIONS

5.1 Traffic Loading

5.2 Subgrade Soils

5.3 Full Depth Reclamation (FDR) with Cement

5.4 Recommended Pavement Sections

6.0 Construction and Materials Specifications

6.1 Site Preparation

6.2 Earthwork

6.2.1 Excavation Potential

6.2.2 Proof Roll and Subgrade Preparation

6.2.3 Fill

6.3 Paving Materials

6.4 Corrosion

7.0 CLOSURE

8.0 REFERENCES

TABLES

1 Recommended Flexible Pavement Sections 2 Recommended Materials for Pavements 3 Corrosivity Ratings Based on Soil Resistivity 4 Sulfate Exposure per ACI

TABLE OF CONTENTS (cont.)

ii

FIGURES

1 Vicinity Map 2 Site and Exploration Plan (4 sheets)

APPENDICES

A Subsurface Explorations B Laboratory Test Results C Exploration Photographs D Pavement Core Photographs E Pavement Design Calculations F Full Depth Reclamation with Cement - Mix Design Results G Important Information About Your Geotechnical Report

PAVEMENT DESIGN REPORT

CANTONMENT ROAD

OK FLAP 2460(1)

BLAINE COUNTY, OKLAHOMA

1.0 INTRODUCTION

This report summarizes the results of our subsurface exploration program and presents pavement design recommendations and construction considerations for the proposed Cantonment Road Project (the Project) in Blaine County, Oklahoma. Our services were completed in general accordance with our Agreement No. 1000100020744 with HDR Engineering, Inc. (HDR) dated September 5, 2017. Our conclusions and recommendations in this report are based on:

The limitations of our approved scope, schedule, and budget described in our contract;

Our understanding of the Project and information provided by HDR;

Subsurface conditions observed in the borings at the time our explorations were completed; and

The results of testing performed on samples collected from the explorations.

The objective of our work was to provide recommendations and construction considerations, as presented herein, for the proposed roadway reconstruction. The authorized scope of services was based on this objective and this report should not be used for other purposes without Shannon & Wilson’s review. If a service is not specifically indicated in this report, do not assume that it was performed.

2.0 PROJECT AND SITE DESCRIPTION

The Project is located north of Canton, Oklahoma (Figure 1). The Cantonment Road (N2460 Rd.) alignment generally traverses rural neighborhoods with the existing road consisting of two travel lanes (a single lane in each direction). Based on preliminary discussions with HDR, we understand the Project will include an overlay or replacement of the existing Cantonment Road pavement with new hot asphalt concrete pavement (HACP). We understand that the proposed improvements to the alignment also include widening the existing roadway an additional 4 feet.

The proposed improvement section of Cantonment Road extends north from the intersection with Highway 51 for approximately 4.0 miles, then continues west for 1.0 mile, and terminates at the intersection with N 2450 Road.

Currently, Cantonment Road is paved with HACP. In general, the pavement has transverse cracking, fatigue cracking, spalling shoulders, and exposed aggregate throughout the alignment, along with periodic potholes exposing the subgrade.

3.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING

3.1 Field Investigation

Shannon & Wilson conducted a field exploration program on October 19, 2017 to explore subsurface conditions along the proposed project alignment. The subsurface exploration program consisted of coring, drilling, and sampling ten borings (designated SW-B-01 through SW-B-10) and eleven additional cores (designated SW-C-01 through SW-C-11) along Cantonment Road. Boring and pavement coring locations are shown in Figure 2. The borings were advanced between 5.5 and 10.5 feet below the ground surface.

Appendix A presents a discussion of the drilling and sampling procedures used to complete the borings. Appendix A also presents the individual exploration logs and an explanation of the symbols and terminology used. Drilling location photographs are included as Appendix C and pavement core photographs are included as Appendix D.

3.2 Geotechnical Laboratory Testing

Geotechnical laboratory tests were completed on selected samples retrieved from the borings to estimate index and engineering properties. Index tests included natural water content, grain size analysis, and Atterberg limits. Engineering properties tests included corrosion, Hveem Stabilometer (R-value), and a moisture-density relationship (compaction) test. Laboratory test results and a discussion of the testing procedures are included in Appendix B. The natural water content, fines content, and Atterberg limits are also shown on the individual boring logs included in Appendix A.

3.3 Full Depth Reclamation with Cement Preliminary Mix Design Testing

Based on a request from CFLHD and HDR, Shannon & Wilson is performing a preliminary mix design for the full depth reclamation (FDR) stabilized with cement for planning and estimating purposes based on Section 305 of FP-14. Asphalt recovered from cores and subbase from select borings were combined with cement and water at ratios based on the average pavement thickness measured throughout the project alignment. FDR with cement contents of 2 percent, 4 percent, and 6 percent by mass, are being tested for unconfined compressive strength at a cure time of 7 days. Due to an insufficient quantity of subgrade material obtained during the subsurface explorations, freeze/thaw and wetting/drying cycles were only performed on FDR specimens with 4 percent cement, by mass. Preliminary mix design results are presented in Appendix F.

4.0 REGIONAL GEOLOGY AND SUBSURFACE CONDITIONS

4.1 Regional Geology

The project area is underlain by Permian age (252 to 299 Ma) Marlow Formation consisting of sandstone and siltstone ranging from 180 to 230 feet thick (Fay, 1961). Manmade fill has been placed near boring SW-C-06 and along the alignment after the map was published. Alluvium is present on floodplains of present streams and near Canton Reservoir within the project area.

4.2 Ground Conditions

HACP pavement was measured at each of the boring and core locations. A summary table of the existing asphalt thickness at each boring and core location is provided in Appendix D. Beneath the road surface, the borings generally encountered alluvium consisting of loose to very dense, silty to clayey sand with varying amounts of gravel (A-2-4 to A-4) and stiff to very stiff, lean clay with varying amounts of sand (A-6 to A-7-6). All borings were terminated within this unit.

Our observations are specific to the locations, depths, and dates noted on the exploration logs in Appendix A and may not be applicable to all areas of the site. While the subsurface conditions were relatively consistent, there is no amount of explorations or laboratory testing that can precisely predict the characteristics, quality, or distribution of subsurface conditions at every location throughout the site. Variations in the subsurface conditions may occur between and below the borings. Also, the passage of time or intervening causes (natural and manmade) may result in changes to the conditions of the site and subsurface conditions.

Our explorations did not encounter deleterious materials or any other unusual soil characteristics.

4.3 Groundwater

Groundwater was not encountered in any of our borings, however, fluctuations of groundwater levels at the site are likely and will depend on many factors, including seasonal variations, local precipitation, and flood events. Groundwater is not anticipated to affect the design or construction of the project.

5.0 PAVEMENT RECOMMENDATIONS

Performance of a pavement system depends on the pavement material and thicknesses, subgrade strength, traffic loads and repetitions, design life, and subgrade drainage characteristics. The following sections discuss each of these aspects as they relate to the Cantonment Road pavement rehabilitation.

Our pavement design and results are based on the design procedures presented in the 1993 AASHTO Guide for the Design of Pavement Structures (AGDPS), with guidance from the U.S.

Department of Transportation and Federal Highway Administration (FHWA) Federal Lands Highway Project Development and Design Manual (PDDM), dated March 2008. Pavement design inputs and calculations are presented in Appendix E.

5.1 Traffic Loading

A traffic study for Cantonment Road was not provided for the project. As such, we relied on information provided during a telephone call held on December 5, 2017, with CFLHD staff. The basis for traffic loading included an average daily traffic (ADT) of 300 vehicles a day, 8 to 9 trucks per day, and 15 recreational vehicle (RV) campers on weekends. Based on discussions with HDR and CFLHD, we understand one pavement section will be utilized for the entirety of the alignment. We used a traffic distribution consisting of:

Class 2: 48.5 percent passenger cars;

Class 3: 48.5 percent pickup trucks or vans;

Class 5: 1.25 percent 2-axle single-unit trucks;

Class 6: 1.25 percent 3-axle single-unit trucks and RV trailers;

Class 9: 0.5 percent single trailer trucks.

Using the mean value of the flexible pavement equivalency factors provided in the PDDM for each vehicle class, a 20-year design life as indicated for a 3R project, and assuming a 2 percent compounded growth rate, we estimated an 18-kip equivalent single axle loading (ESAL) of approximately 30,600 for the traffic study locations. Based on recommendations provided in the

PDDM for 3R projects, a minimum ESAL value of 50,000 should be used for design purposes.

For our pavement design analysis, 50,000 ESAL was used for the 20-year design life case. For back-calculation of design life for proposed pavement sections not meeting 20 years, the ADT, vehicle classification, and truck percentages were held constant at the values provided by

CFLHD, as presented above. Our estimated ESAL calculations are provided in Appendix E.

5.2 Subgrade Soils

As discussed in Section 4.0, the subsurface explorations completed generally consisted of silty to clayey sand and a varying plasticity clay with sand subgrade (AASHTO A-2-4, A-4, A-6, and A-

7-6 soils). To estimate the strength of the subgrade materials, we collected bulk samples from the borings and two R-value tests were completed with test results of 4 and 3 for the A-6 and A-

7-6 subgrade material, respectively.

To determine the subgrade resilient modulus, we used a correlation presented in the AGDPS, which resulted in resilient modulus values of 3,220 and 2,665 pounds per square inch (psi) for R-values of 4 and 3, respectively. We used 2,940 psi, the average of these two values, for our pavement design calculations.

5.3 Full Depth Reclamation (FDR) with Cement

We understand that FDR stabilized with cement is being considered for rehabilitation of the existing roadway pavement sections. The process involves pulverizing and mixing the existing asphalt with cement and water along with the underlying subgrade soil to create a uniformly blended, homogeneous material that will be incorporated into the proposed pavement section as a semi-rigid layer. The benefit of the FDR process is that it allows the existing material to be recycled in place and eliminates the expense to export the material offsite.

The requirements in Section 305 of FP-14 indicate a 3-specimen minimum average 7-day unconfined compressive strength (UCS) of 200 psi for the FDR with cement with a maximum UCS of 400 psi for any one specimen. Based on preliminary mix design results, this can be achieved with 4 percent cement, by mass. Freeze/thaw and wetting/drying cycles are currently being performed on the FDR with cement mixture to confirm that 4 percent cement by mass will meet the remaining specification criteria. To account for variability of the subgrade along the alignment and based on engineering judgement, we recommend requiring potential contractors increase the cement content by mass by 0.5 percent for bidding purposes. Our paving recommendations reflect the cement stabilized FDR option.

The PDDM also indicates that FDR can be utilized in roadway widening projects. The FDR process can accommodate approximately up to 2 feet of roadway widening with the pulverization process. Areas where the roadway is anticipated to be widened greater than 2 feet will require import fill or stockpiling and placing excess pulverized material from other areas of the project.

5.4 Recommended Pavement Sections

For our analysis, we considered both reconstruction and rehabilitation of the existing pavements.

Using the PDDM procedures and the parameters outlined in Appendix E, our paving recommendations for Cantonment Road are provided in Table 1 below.

TABLE 1

RECOMMENDED FLEXIBLE PAVEMENT SECTIONS

Proposed Pavement Structure Design Life (years)(1)

Reconstruction

3" HACP

8" FDR - Cement

2" HACP

8" FDR - Cement

13.6

Rehabilitation

3" HACP

2.5” Existing AC

3.4

Notes:

1. Per Section 11.2.1.1 of the PDDM, a minimum 20-year period of performance (design life) should be used for rehabilitation projects that increase structural capacity, regardless of pavement type.

We have provided two alternate pavement sections at the request of CFLHD and HDR staff for comparison purposes. These options are presented in Table 1 and do not meet the minimum design life of 20 years prescribed by the PDDM. We understand these sections may be used if project budget constraints become a concern. These options will likely require maintenance sooner and more frequently than a pavement structure that meets the 20-year design life criteria.

For the overlay rehabilitation alternative, areas of distress should be identified where the pavement should be repaired to extend the performance. Areas with existing distress may reflect through the overlay. Further, in our opinion, milling a minimum of one inch from the existing asphalt to remove surface deterioration provides a more uniform surface and better adhesion of the overlay, but due to the relatively thin existing asphalt, milling may not be feasible. For these reasons, we do not recommend the overlay rehabilitation option.

6.0 CONSTRUCTION AND MATERIALS SPECIFICATIONS

The applicability of the design parameters in Section 5.0 is contingent on good construction practice. Poor construction techniques may alter conditions from those upon which our recommendations are based, and therefore result in poor performance. Our analyses assumed that this project is constructed according to FP-14 U.S. Customary Units (USDOT and FHWA, 2014) construction standards. The following sections provide additional construction considerations for this project.

6.1 Site Preparation

In widening areas, we recommend that brush and other vegetation be cleared and roots and stumps be removed from all areas to be graded in accordance with FP-14 Sections 201 and 203.

All surface and subsurface structures associated with current development of the site, including pavements (if a FDR process is not selected), utility poles, fence poles, underground utilities and other deleterious material, should also be removed. Any existing surficial topsoil and soil containing visible organics should be stripped and removed from all areas. The depth of this removal is anticipated to vary, but is anticipated to be less than 3 inches for cost estimating purposes.

6.2 Earthwork

6.2.1 Excavation Potential

The soil materials can likely be excavated using conventional excavation equipment, such as a rubber-tired backhoe or tracked hydraulic excavator.

6.2.2 Proof Roll and Subgrade Preparation

In areas where FDR is not performed, the subgrade should be prepared in accordance with FP-14 Section 204.11.

6.2.3 Fill

Granular fill should consist of onsite soils that are free of organics, contaminants, debris, rock fragments larger than 3 inches and should contain less than 20 percent fines. It should be noted that as the amount of fines increases (portion of soil particles passing a U.S. Standard No.

200 sieve), a soil becomes more sensitive to small changes in moisture content, and adequate compaction becomes more difficult to achieve. Import fill should consist of Backfill Material conforming to FP 704.03.

All fill should be compacted to a dense/firm and unyielding condition in accordance with FP-14 Section 204.11. Fill materials should be moisture conditioned to at or above optimum moisture content and compacted to at least 95-percent maximum density, as determined by AASHTO T180 or T99 as presented in FP-14 Section 204.

6.3 Paving Materials

Table 2 summarizes our recommendations for pavement material selection. All specification sections reference the FP-14 U.S. Customary Units, (USDOT and FHWA, 2014).

TABLE 2

RECOMMENDED MATERIALS FOR PAVEMENTS

Material Specification Additional Requirements/Comments

HACP Section 401

• Aggregate must meet requirements for ESAL values between 300,000 and 3,000,000 (75 gyration design)

• ½-inch or ¾-inch Nominal Maximum Aggregate Size

• Use PG 70-28 binder in mix design FDR with Cement

Section 305

Regarding the asphalt binder for HACP, the PDDM requires SuperPave performance grade (PG) binders. The PG binders are chosen based on local weather and anticipated traffic level conditions. Using the PDDM guidelines, a minimum of 95 percent reliability is required in terms of binder performance. To determine the recommended SuperPave Binder we used the LTPP Bind Version 3.1Beta, along with Asphalt Institute guidelines for the state of Oklahoma, which suggests using a PG 70-28 binder for the HACP.

6.4 Corrosion

Some soils can be corrosive to substructure elements or have adverse reaction to subgrade soil stabilization. To assist in estimating the corrosion potential for general evaluation, cohesive soil samples from both borings SW-B-05 and SW-B-08 were tested for pH, resistivity, water soluble sulfates, and chlorides. The results are presented in Table B-1 in Appendix B.

The resistivity measured in the samples were 2,400 and 860 ohms centimeter (ohm-cm).

Roberge (2012) provides corrosivity ratings based on soil resistivity (Table 3). The resistivity value measured in the samples indicate highly to extremely corrosive subsurface conditions.

TABLE 3

CORROSIVITY RATINGS BASED ON SOIL RESISTIVITY

Soil Resistivity (Ohm-cm) Corrosivity Rating

> 20,000 Essentially noncorrosive

10,000 – 20,000 Mildly corrosive

5,000 – 10,000 Moderately corrosive

3,000 – 5,000 Corrosive

1,000 – 3,000 Highly corrosive

< 1,000 Extremely corrosive

Ohm-cm = ohms centimeter

The concentration of water soluble sulfates measured in the samples were observed at 0.01 and less than 0.01 percent by weight. Based on classifications as defined by ACI-318-14 (2014) (Table 4), this suggests a negligible exposure of sulfate attack potential on concrete exposed to site soils.

TABLE 4

SULFATE EXPOSURE PER ACI

Water Soluble Sulfate in Soil (Percent by Weight) Sulfate Exposure

< 0.10 Negligible (S0)

0.10 – < 0.20 Moderate (S1)

0.20 – 2.0 Severe (S2)

> 2.0 Very Severe (S3)

7.0 CLOSURE

This report has been prepared for the exclusive use of HDR and Central Federal Lands Highway Division for the purpose of providing pavement recommendations for the Cantonment Road project. This pavement design report should not be used without our approval if any of the following occurs:

Assumptions stated in this report have changed.

Project details change or new information becomes available such that our analyses and recommendations may be affected.

A substantial period of time has passed since the date of this report.

8.0 REFERENCES

American Concrete Institute (ACI), 2014, Building code requirements for structural concrete and commentary, Farmington Hills, Mich., ACI 318-14.

American Association of State Highway and Transportation Officials (AASHTO), 1993, AASHTO guide for design of pavement structures: Washington, D.C., AASHTO, 2 v.

Fay, R.O., 1961, Plate 1. Geologic map of Blaine County, Oklahoma: Oklahoma Geological Survey, Bulletin 89, scale 1:63,360

Roberge, P.R., 2012, Handbook of corrosion engineering (2nd ed.): N. Y., McGraw-Hill, 1078 p.

U.S. Department of Transportation (USDOT), Federal Highway Administration (FHWA), 2008, Federal Lands Highway project development and design manual (PDDM): U.S.

Department of Transportation and Federal Highway Administration. Available from:

http://flh.fhwa.dot.gov/resources/manuals/pddm/.

U.S. Department of Transportation (USDOT), Federal Highway Administration, 2014, Federal standard specifications for construction of roads and bridges on Federal Highway projects, FP-14 English Units: U.S. Department of Transportation and Federal Highway Administration, available from http://flh.fhwa.dot.gov/resources/pse/specs/.

Sheet 1

Sheet 2

Sheet 3

Sheet 4

N2460 Rd

(Cantonment Road)

E0620 Rd

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

Map adapted from aerial imagery provided by

Google Earth Pro, reproduced by permission granted by Google Earth™ Mapping Service.

NOTE

March 2018 23-1-01660-001

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D M

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0 3 6

Approximate Scale in Miles

VICINITY MAP

FIG. 1

Oklahoma

OKLAHOMA

CITY

Project

Location

58A

51 51

Oakwood

Canton

Longdale

Canton

Lake

Figure 2 Index Map and Reference Sheet Number

Sheet 1

LEGEND

Enid

SW-B-01

SW-B-02

SW-C-02

SW-C-01

SW-C-03

N

R d

C a n t o n m e n t

R d

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

Map adapted from aerial imagery provided by

Google Earth Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

NOTE

March 2018 23-1-01660-001

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Approximate Scale in Feet

SITE AND EXPLORATION PLAN

Matchline Sheet 2

SW-B-01

Boring Designation and Approximate Location

LEGEND

FIG. 2

Sheet 1 of 4

SW-C-01

Pavement Coring Designation and Approximate Location

SW-B-03

SW-B-04

SW-B-05

SW-C-03

SW-C-04

SW-C-05

N

R d

C a n t o n m e n t

R d

E0640 Rd

58A

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

Map adapted from aerial imagery provided by

Google Earth Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

NOTE

March 2018 23-1-01660-001

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SITE AND EXPLORATION PLAN

Matchline Sheet 3

SW-B-01

Boring Designation and Approximate Location

LEGEND

FIG. 2

Sheet 2 of 4

SW-C-01

Matchline Sheet 1

SW-B-05

SW-B-06

SW-B-07

SW-C-06

SW-C-07

SW-C-08

N

R d

C a n t o n m e n t

R d

N

R d

C a n t o n m e n t

R d

E0630 Rd

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

Map adapted from aerial imagery provided by

Google Earth Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

NOTE

March 2018 23-1-01660-001

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Approximate Scale in Feet

SITE AND EXPLORATION PLAN

Matchline Sheet 4

SW-B-01

Boring Designation and Approximate Location

LEGEND

FIG. 2

Sheet 3 of 4

SW-C-01

Matchline Sheet 2

SW-B-08

SW-B-09SW-B-10

SW-C-08

SW-C-09

SW-C-10SW-C-11

E0620 Rd

N

R d

C a n t o n m e n t

R d

N

R d

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

Map adapted from aerial imagery provided by

Google Earth Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

NOTE

March 2018 23-1-01660-001

F i l e n a m e

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SITE AND EXPLORATION PLAN

SW-B-01

Boring Designation and Approximate Location

LEGEND

FIG. 2

Sheet 4 of 4

SW-C-01

Matchline Sheet 3

APPENDIX A

SUBSURFACE EXPLORATIONS

01660-001_R1_AA/wp/ksm 23-1-01660-001 A-i

A.1 INTRODUCTION .......................................................................................................... A-1

A.2 BORINGS ....................................................................................................................... A-1 A.2.1 Soil Classification System ................................................................................ A-1 A.2.2 Standard Penetration Test (SPT) ...................................................................... A-2 A.2.3 Bulk Samples .................................................................................................... A-2 A.2.4 Pocket Penetrometer ......................................................................................... A-2

A.3 PAVEMENT CORES ..................................................................................................... A-2

A-1 Soil Classification and Log Key (3 sheets) A-2 Log of Boring SW-B-01 A-3 Log of Boring SW-B-02 A-4 Log of Boring SW-B-03 A-5 Log of Boring SW-B-04 A-6 Log of Boring SW-B-05 A-7 Log of Boring SW-B-06 A-8 Log of Boring SW-B-07 A-9 Log of Boring SW-B-08 A-10 Log of Boring SW-B-09 A-11 Log of Boring SW-B-10

A-1

A.1 INTRODUCTION

Shannon & Wilson’s field exploration program was conducted on October 19, 2017 consisting of ten borings, designated SW-B-01 through SW-B-10, and eleven pavement cores, designated SW- C-01 through SW-C-11, at the approximate locations shown on Figure 2. Photographs of boring locations are provided in Appendix C. The methods used to conduct the field exploration program are described below.

A.2 BORINGS

The borings were coordinated (including subcontractor coordination, street occupancy permits, utility locates, and traffic control) and observed by Shannon & Wilson. Individual boring logs are presented in Figures A-2 through A-11. These exploration logs represent our interpretation of the contents of the field logs and select results of laboratory testing. The borings were drilled by GTS, Inc. of Fayetteville, Arkansas (under subcontract to Shannon & Wilson) using a truck-mounted CME 75 drill rig.

The borings were advanced through a core hole and into the subsurface until auger refusal was encountered. The length of the borings ranged from 5.5 to 10.5 feet below ground surface (bgs).

All borings were advanced using 6-inch diameter hollow-stem-auger drilling techniques. On completion of drilling, the borings were backfilled with cuttings and sand, then repairs to the existing pavement were made with cold-patch asphalt.

A.2.1 Soil Classification System

During exploration, our representative collected samples and prepared field logs of the explorations. Soil classification for this project was based on ASTM International (ASTM) Designation: D 2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System), and ASTM Designation: D 2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). The Unified Soil Classification System (USCS) is summarized in Figure A-1. In addition, samples were classified based on AASHTO Designation M-145, Standard Specification for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes.

A-2

A.2.2 Standard Penetration Test (SPT)

Disturbed samples were obtained in general accordance with the Standard Penetration Test (SPT) (ASTM Designation: D 1586). The SPT consists of driving a 2-inch outside diameter (O.D.), 1.375-inch inside diameter (I.D.) split-spoon sampler a distance of 18 inches with a 140-pound hammer free-falling a distance of 30 inches. An automatic hammer system was used to advance the samplers. During sampling, the Shannon & Wilson field representative recorded the number of blows for each 6-inch increment of penetration and summed the blow counts for the last two 6-inch increments. This sum is recorded as the penetration resistance number, or N-value. If high penetration resistance prevented driving the total length of the sampler, the Shannon & Wilson field representative recorded the partial penetration depth and blow count. The N-values provide a means for evaluating the relative density or compactness of cohesionless (granular) soils and consistency or stiffness of cohesive (fine-grained) soils (see Figure A-1). The N-values are shown in the individual boring logs. Representative portions of the split-spoon sample obtained in conjunction with the SPT were placed in a screw-top plastic jar and transported to our laboratory.

A.2.3 Bulk Samples

Bulk soil samples were obtained by collecting the drill cuttings from the upper 5 feet of select borings. Approximately 30 to 40 pounds of cuttings were placed in a plastic bag and transported to our laboratory for further analysis and testing.

A.2.4 Pocket Penetrometer

Select cohesive soil samples were also tested in the field using a pocket penetrometer.

The penetrometer estimates the unconfined compressive strength of clay soil by shearing the clay with a one-quarter-inch-diameter penetrometer and measuring the resistance (in units of tons per square foot) with a calibrated spring. The field measurements from the pocket penetrometer are shown on the boring logs.

A.3 PAVEMENT CORES

A portable electric-powered coring machine fitted with a 10-inch-diameter core barrel was used to core through the existing pavement. One core was collected from each boring location, and eleven at the additional core sites. The cores were brought to the Shannon & Wilson laboratory where they were photographed and measured to the nearest quarter-inch. Core photos are presented in Appendix D and a summary of the measured core thickness is provided in Table D- 1.

OK FLAP 2460(1)

Blaine County, Oklahoma

23-1-01660-001March 2018

Geotechnical and Environmental Consultants

Absence of moisture, dusty, dry to the touch

Damp but no visible water

Visible free water, from below water table

FIG. A-1

Shannon & Wilson, Inc. (S&W), uses a soil identification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following pages. Soil descriptions are based on visual-manual procedures (ASTM D2488) and laboratory testing procedures (ASTM D2487), if performed.

STANDARD PENETRATION TEST (SPT)

SPECIFICATIONS

Hammer:

Sampler:

N-Value:

Dry

Moist

Wet

MOISTURE CONTENT TERMS

Modifying (Secondary)

Precedes major constituent

Major

Minor Follows major constituent

1All percentages are by weight of total specimen passing a 3-inch sieve.

2The order of terms is: Modifying Major with Minor.

3Determined based on behavior.

4Determined based on which constituent comprises a larger percentage.

5Whichever is the lesser constituent.

COARSE-GRAINED

SOILS

(less than 50% fines)1

NOTE: Penetration resistances (N-values) shown on boring logs are as recorded in the field and have not been corrected for hammer efficiency, overburden, or other factors.

PARTICLE SIZE DEFINITIONS

RELATIVE DENSITY / CONSISTENCY

Sand or Gravel 4

30% or more coarse-grained:

Sandy or Gravelly 4

More than 12% fine-grained:

Silty or Clayey 3

15% to 30% coarse-grained:

with Sand or with Gravel 4

30% or more total coarse-grained and lesser coarse-grained constituent is 15% or more:

with Sand or with Gravel 5

Very soft Soft Medium stiff Stiff Very stiff Hard

Very loose Loose Medium dense Dense Very dense

RELATIVE

DENSITY

FINE-GRAINED SOILS

(50% or more fines)1

COHESIVE SOILS

< 2 2 - 4 4 - 8

8 - 15 15 - 30

> 30

1Gravel, sand, and fines estimated by mass. Other constituents, such as organics, cobbles, and boulders, estimated by volume.

2Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428.

A copy of the complete standard may be obtained from ASTM International, www.astm.org.

140 pounds with a 30-inch free fall.

Rope on 6- to 10-inch-diam. cathead 2-1/4 rope turns, > 100 rpm

NOTE: If automatic hammers are used, blow counts shown on boring logs should be adjusted to account for efficiency of hammer.

10 to 30 inches long Shoe I.D. = 1.375 inches Barrel I.D. = 1.5 inches Barrel O.D. = 2 inches

Sum blow counts for second and third 6-inch increments.

Refusal: 50 blows for 6 inches or less; 10 blows for 0 inches.

RELATIVE

CONSISTENCY

N, SPT,

BLOWS/FT.

5% to 12% fine-grained:

with Silt or with Clay 3

15% or more of a second coarse-grained constituent:

with Sand or with Gravel 5

< 5%

5 to 10%

15 to 25%

30 to 45%

50 to 100%

Surface Cement Seal

Asphalt or Cap

Slough

Inclinometer or Non-perforated Casing

Vibrating Wire Piezometer

N, SPT,

BLOWS/FT.

< 4 4 - 10

10 - 30 30 - 50

> 50

DESCRIPTION

< #200 (0.075 mm = 0.003 in.)

#200 to #40 (0.075 to 0.4 mm; 0.003 to 0.02 in.)

#40 to #10 (0.4 to 2 mm; 0.02 to 0.08 in.)

#10 to #4 (2 to 4.75 mm; 0.08 to 0.187 in.)

SIEVE NUMBER AND/OR APPROXIMATE SIZE

#4 to 3/4 in. (4.75 to 19 mm; 0.187 to 0.75 in.)

3/4 to 3 in. (19 to 76 mm)

3 to 12 in. (76 to 305 mm)

> 12 in. (305 mm)

Fine Coarse

Fine Medium Coarse

BOULDERS

COBBLES

GRAVEL

FINES

SAND

Sheet 1 of 3

S&W INORGANIC SOIL CONSTITUENT DEFINITIONS

CONSTITUENT2

COHESIONLESS SOILS

Silt, Lean Clay, Elastic Silt, or

Fat Clay 3

PERCENTAGES TERMS 1, 2

Trace

Few

Little

Some

Mostly

WELL AND BACKFILL SYMBOLS

Bentonite Cement Grout

Bentonite Grout

Bentonite Chips

Silica Sand

Perforated or Screened Casing

SHANNON & WILSON, INC.

SOIL DESCRIPTION

AND LOG KEY

_B O

R

IN

G _C

LA

S

S

3-

1-

0-

C F

L C

A N

T O

N M

E N

T .G

P J

S W

N E

W .G

D T

/1

9/

OK FLAP 2460(1)

Blaine County, Oklahoma

March 2018

GC

SC

Inorganic

Organic

(more than 50% of coarse fraction retained on No. 4 sieve)

MAJOR DIVISIONS GROUP/GRAPHIC

SYMBOL

CH

OH

ML

CL

TYPICAL IDENTIFICATIONS

Gravel

Sand

Silty Sand; Silty Sand with Gravel

Clayey Sand; Clayey Sand with Gravel

Clayey Gravel; Clayey Gravel with Sand

Sheet 2 of 3

Gravels

Primarily organic matter, dark in color, and organic odor

SW

(more than 12% fines)

Silts and Clays

Silts and Clays

(more than 50% retained on No.

200 sieve)

(50% or more of coarse fraction passes the No. 4 sieve)

(liquid limit less than 50)

(liquid limit 50 or more)

Organic

Inorganic

FINE-GRAINED

SOILS

SM

Sands

Silty or Clayey Gravel

Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt

Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay

HIGHLY-

ORGANIC

SOILS

COARSE-

GRAINED

SOILS

GW

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

(less than 5% fines)

PT

(more than 12% fines)

MH

SP

GP

GM

Silty or Clayey Sand

Silty Gravel; Silty Gravel with Sand

(50% or more passes the No.

200 sieve)

SOIL DESCRIPTION

AND LOG KEY

Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt

Fat Clay; Fat Clay with Sand or Gravel;

Sandy or Gravelly Fat Clay

Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay

Poorly Graded Sand; Poorly Graded Sand with Gravel

Well-Graded Sand; Well-Graded Sand with Gravel

Well-Graded Gravel; Well-Graded Gravel with Sand

Poorly Graded Gravel; Poorly Graded Gravel with Sand

Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean Clay

NOTES

1. Dual symbols (symbols separated by a hyphen, i.e., SP-SM, Sand with Silt) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart. Graphics shown on the logs for these soil types are a combination of the two graphic symbols (e.g., SP and SM).

2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, Lean Clay to Silt; SP-SM/SM, Sand with Silt to Silty Sand) indicate that the soil properties are close to the defining boundary between two groups.

Peat or other highly organic soils (see

ASTM D4427)

FIG. A-1

OL

(less than 5% fines)

_B O

R

IN

G _C

LA

S

S

3-

1-

0-

C F

L C

A N

T O

N M

E N

T .G

P J

S W

N E

W .G

D T

/1

9/

NOTE: No. 4 size = 4.75 mm = 0.187 in.; No. 200 size = 0.075 mm = 0.003 in.

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)

(Modified From USACE Tech Memo 3-357, ASTM D2487, and ASTM D2488)

OK FLAP 2460(1)

Blaine County, Oklahoma

March 2018

Angular

Subangular

Subrounded

Rounded

Flat

Elongated

Sharp edges and unpolished planar surfaces.

Similar to angular, but with rounded edges.

Nearly planar sides with well-rounded edges.

Smoothly curved sides with no edges.

Width/thickness ratio > 3.

Length/width ratio > 3.

Narrow range of grain sizes present or, within the range of grain sizes present, one or more sizes are missing (Gap Graded). Meets criteria in ASTM D2487, if tested.

Full range and even distribution of grain sizes present. Meets criteria in ASTM D2487, if tested.

Crumbles or breaks with handling or slight finger pressure Crumbles or breaks with considerable finger pressure Will not crumble or break with finger pressure

Weak

Moderate

Strong

VISUAL-MANUAL CRITERIA

A 1/8-in. thread cannot be rolled at any water content.

A thread can barely be rolled and a lump cannot be formed when drier than the plastic limit.

A thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. A lump crumbles when drier than the plastic limit.

It take considerable time rolling and kneading to reach the plastic limit. A thread can be rerolled several times after reaching the plastic limit. A lump can be formed without crumbling when drier than the plastic limit.

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants Sheet 3 of 3

Interbedded

Laminated

Fissured

Slickensided

Blocky

Lensed

Homogeneous

Alternating layers of varying material or color with layers at least 1/4-inch thick; singular: bed.

Alternating layers of varying material or color with layers less than 1/4-inch thick; singular:

lamination.

Breaks along definite planes or fractures with little resistance.

Fracture planes appear polished or glossy;

sometimes striated.

Cohesive soil that can be broken down into small angular lumps that resist further breakdown.

Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay.

Same color and appearance throughout.

At Time of Drilling Diameter Elevation Feet Iron Oxide Gallons Horizontal Hollow Stem Auger Inside Diameter Inches Pounds Magnesium Oxide Millimeter Manganese Oxide Not Applicable or Not Available Nonplastic Outside Diameter Observation Well Pounds per Cubic Foot Photo-Ionization Detector Pressuremeter Test Parts per Million Pounds per Square Inch Polyvinyl Chloride Rotations per Minute Standard Penetration Test Unified Soil Classification System Unconfined Compressive Strength Vibrating Wire Piezometer Vertical Weight of Hammer Weight of Rods Weight

ATD

Diam.

Elev.

ft.

FeO gal.

Horiz.

HSA

I.D.

in.

lbs.

MgO mm

MnO

NA

NP

O.D.

OW

pcf

PID

PMT

ppm psi

PVC

rpm

SPT

USCS

qu

VWP

Vert.

WOH

WOR

Wt.

STRUCTURE TERMS1

SOIL DESCRIPTION

AND LOG KEY

1Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org.

2Adapted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org.

ACRONYMS AND ABBREVIATIONS

Poorly Graded

Well-Graded

Irregular patches of different colors.

Soil disturbance or mixing by plants or animals.

Nonsorted sediment; sand and gravel in silt and/or clay matrix.

Material brought to surface by drilling.

Material that caved from sides of borehole.

Disturbed texture, mix of strengths.

Mottled

Bioturbated

Diamict

Cuttings

Slough

Sheared

DESCRIPTION

Nonplastic

Low

Medium

High

ADDITIONAL TERMS

PLASTICITY2

CEMENTATION TERMS1

GRADATION TERMS

APPROX.

PLASITICTY

INDEX

RANGE

< 4

4 to 10

10 to 20

> 20

PARTICLE ANGULARITY AND SHAPE TERMS1

FIG. A-1

_B O

R

IN

G _C

LA

S

S

3-

1-

0-

C F

L C

A N

T O

N M

E N

T .G

P J

S W

N E

W .G

D T

/1

9/

3.0 inches of asphalt.

Dark brown, Poorly Graded Sand with Clay (SP-SC); moist.

Medium dense to very dense, red-brown, Silty Sand (SM); moist; trace of gravel in upper foot.

[A-2-4]

BOTTOM OF BORING

COMPLETED ON 10/19/2017

C -1

S -1

S -2

S -3

S -4

S -5

G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

0.3

0.7

10.5

SHANNON & WILSON, INC.

10.5 ft.

REV 3

FIG. A-2

S am pl es

6 in.

AWJ

Automatic

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

4. Groundwater level, if indicated above, is for the date specified and may vary.

5. USCS designation is based on visual-manual classification and selected lab testing.

6. The hole location was measured from existing site features and should be considered approximate.

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01660-001

Hollow-Stem Auger GTS, Inc.

CME 75 Truck-Mount

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-B-01

March 2018

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Core Sample

Standard Penetration Test

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 36.06153° ~ -98.61886°

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

-0

C F

L C

A N

T O

N M

E N

T .G

P J

/2

4/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

Plastic Limit

(<0.075mm)

Liquid Limit Natural Water Content

% Fines % Water Content

90/11"

NP

3.0 inches of asphalt.

2 inches of Silty Sand (SM) base.

Medium dense, red-brown, Silty Sand (SM);

moist.

[A-2-4]

BOTTOM OF BORING

COMPLETED ON 10/19/2017

C -1

S -1

S -2

S -3

G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

0.3

0.4

5.5

SHANNON & WILSON, INC.

5.5 ft.

REV 3

FIG. A-3

S am pl es

6 in.

AWJ

Automatic

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

4. Groundwater level, if indicated above, is for the date specified and may vary.

5. USCS designation is based on visual-manual classification and selected lab testing.

6. The hole location was measured from existing site features and should be considered approximate.

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01660-001

Hollow-Stem Auger GTS, Inc.

CME 75 Truck-Mount

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-B-02

March 2018

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Core Sample

Standard Penetration Test

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 36.06874° ~ -98.61896°

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

-0

C F

L C

A N

T O

N M

E N

T .G

P J

/2

4/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

% Water Content

2.25 inches of asphalt.

Dark brown, Silty Sand (SM); dry; trace gravel;

weakly cemented.

[A-2-4]

Loose to medium dense, red-brown, Silty Sand (SM); moist; trace of fine gravel.

[A-4]

BOTTOM OF BORING

COMPLETED ON 10/19/2017

C -1

C -2

S -1

B -1

S -2

S -3

G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

0.2

0.7

5.5

SHANNON & WILSON, INC.

5.5 ft.

REV 3

FIG. A-4

S am pl es

6 in.

AWJ

Automatic

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

4. Groundwater level, if indicated above, is for the date specified and may vary.

5. USCS designation is based on visual-manual classification and selected lab testing.

6. The hole location was measured from existing site features and should be considered approximate.

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01660-001

Hollow-Stem Auger GTS, Inc.

CME 75 Truck-Mount

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-B-03

March 2018

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Core Sample

Standard Penetration Test

Grab Sample

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 36.07595° ~ -98.61898°

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

-0

C F

L C

A N

T O

N M

E N

T .G

P J

/2

4/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

Plastic Limit

(<0.075mm)

Liquid Limit Natural Water Content

% Fines % Water Content

3.5 inches of asphalt.

Dark brown, Silty Sand (SM); moist.

Loose to medium dense, light brown to red-brown, Silty Sand (SM); moist.

[A-4]

BOTTOM OF BORING

COMPLETED ON 10/19/2017

C -1

S -1

S -2

S -3

G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

0.4

0.5

5.5

SHANNON & WILSON, INC.

5.5 ft.

REV 3

FIG. A-5

S am pl es

6 in.

AWJ

Automatic

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

4. Groundwater level, if indicated above, is for the date specified and may vary.

5. USCS designation is based on visual-manual classification and selected lab testing.

6. The hole location was measured from existing site features and should be considered approximate.

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01660-001

Hollow-Stem Auger GTS, Inc.

CME 75 Truck-Mount

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-B-04

March 2018

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Core Sample

Standard Penetration Test

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 36.08317° ~ -98.61903°

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

-0

C F

L C

A N

T O

N M

E N

T .G

P J

/2

4/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

Plastic Limit

(<0.075mm)

Liquid Limit Natural Water Content

% Fines

Medium dense, red-brown, Silty Sand (SM); moist.

[A-4]

Stiff to very stiff, dark gray to red-brown, Sandy Lean Clay (CL) to medium dense, Clayey Sand (SC); moist; organic odor from 2.5 to 3 feet.

[A-7-6]

BOTTOM OF BORING

COMPLETED ON 10/19/2017

C -1

S -1

S -2

S -3

G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

4.5

4.5

0.3

0.9

5.5

SHANNON & WILSON, INC.

5.5 ft.

REV 3

FIG. A-6

S am pl es

6 in.

AWJ

Automatic

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

3. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

4. Groundwater level, if indicated above, is for the date specified and may vary.

5. USCS designation is based on visual-manual classification and selected lab testing.

6. The hole location was measured from existing site features and should be considered approximate.

Cantonment Road

OK FLAP 2460(1)

Blaine County, Oklahoma

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01660-001

Hollow-Stem Auger GTS, Inc.

CME 75 Truck-Mount

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-B-05

March 2018

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Core Sample

Standard Penetration Test

P oc ke t

P en ts f

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 36.09038° ~ -98.61902°

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

-0

C F

L C

A N

T O

N M

E N

T .G

P J

/2

4/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

Plastic Limit

(<0.075mm)

Liquid Limit Natural Water Content

% Fines

4.5 inches of asphalt.

Very loose to medium dense, red-brown to brown, Silty Sand (SM); moist.

[A-4]

- 1 inch clay lense at 2.7 feet.

-…