01659-001_R1 Blackgum Landing Rd Pavement Design Report.pdf

Pavement Design Report Blackgum Landing Road

OK FLAP 5407(1)

Sequoyah 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

23-1-01659-001

01659-001_R1/wp/ksm 23-1-01659-001 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

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 Lime Treated Subgrade (LTS)

5.4 Full Depth Reclamation (FDR)

5.5 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

TABLE

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

APPENDICES

A Subsurface Explorations B Laboratory Test Results C Exploration Photographs D Pavement Core Photographs E Pavement Design Calculations F Important Information About Your Geotechnical Report

PAVEMENT DESIGN REPORT

BLACKGUM LANDING ROAD

OK FLAP 5407(1)

SEQUOYAH 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 Blackgum Landing Road Project (the Project) in Sequoyah County, Oklahoma. Our services were completed in general accordance with our Task Order Agreement No. 002/1000100021037 with HDR Engineering, Inc. (HDR) dated September 6, 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 geotechnical studies 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 Blackgum, Oklahoma (Figure 1). The Blackgum Landing Road alignment generally traverses rural neighborhoods with the existing road consisting of two travel lanes (a single lane in each direction). Based on discussions with HDR, we understand the Project will include replacement of the existing Blackgum Landing Road pavement with new hot asphalt concrete pavement (HACP). We understand that the proposed improvements to the alignment include widening the existing roadway. The proposed improvement section of Blackgum Landing Road (S 5407 Road) extends north from the intersection with Highway 100 for approximately 1.85 miles and terminates at the intersection with Ridge Route Road. The alignment generally slopes downward in the northern direction with multiple private driveways on both sides of the road.

Currently, Blackgum Landing Road is paved with hot asphalt concrete pavement (HACP). In general, the condition of the roadway is in fair to poor condition throughout the alignment.

Transverse cracking, fatigue cracking, spalling shoulders, and exposed aggregate was observed 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 17 and 18, 2017 to explore subsurface conditions along the proposed project alignment. The subsurface exploration program consisted of drilling and sampling ten borings (designated SW-01 through SW-10) and obtaining 30 asphalt cores (three per boring location) along Blackgum Landing Road. Boring locations are shown in Figure 2. The borings were advanced to about 3.5 feet to 7.3 feet below the ground surface with all borings encountering auger refusal.

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.

4.0 REGIONAL GEOLOGY AND SUBSURFACE CONDITIONS

4.1 Regional Geology

The project area is underlain by Pennsylvanian age (323 to 299 Ma) Atoka Formation consisting of sandstones, shales and thin silty limestones ranging from 45 to 600 feet thick and Bloyd Formation consisting of limestone interbedded with dark gray shale ranging from 50 to 170 feet thick (Huffman and others, 1958). Huffman indicated the top of the Atoka Formation is eroded.

Alluvium could be present on floodplains of present streams within the project area. The Blackgum Fault runs approximately east to west north of the project site as well as an unnamed fault to the west of the project site both associated with the Ozark Uplift (Huffman, 1953).

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. An aggregate road surfacing was encountered at all boring locations underlying the asphalt pavement and ranged from approximately 2 to 3 inches in thickness. The aggregate road surfacing material possessed a petroleum odor and appeared oily. Beneath the aggregate road surfacing, the borings generally encountered loose to very dense, silty to clayey sand with varying amounts of gravel (AASHTO soil classifications A-4) and stiff to very stiff lean clay with sand and sandy lean clay (AASHTO A-7-6 and A-6 soils). Borings SW-06 and SW-07 encountered stiff to very stiff, sandy, silty clay to sandy silt beneath the aggregate road surfacing material (AASHTO A-4 soil). All borings encountered practical auger refusal on sandstone.

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, with the exception of the petroleum odor and oily appearance of the aggregate road surfacing layer beneath the asphalt.

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 Blackgum Landing 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

The traffic study for Blackgum Landing Road was provided to us by HDR and consisted of a two-day-average of traffic counts for two locations along the alignment. The traffic study indicated that the 2017 average daily traffic (ADT) volume of 380.5 and 377 vehicles per day.

Based on discussions with HDR and CFLHD, one pavement section will be utilized for the entirety of the alignment. The traffic study also provided the following FHWA vehicle class distributions for each location observed over the study period:

Class 1: 0 and 0.1 percent motorcycles;

Class 2: 37.2 and 37.3 percent passenger cars;

Class 3: 37.5 and 36.1 percent pickup trucks or vans;

Class 4: 1.4 and 1.5 percent buses;

Class 5: 22.1 and 23.5 percent 2-axle single-unit trucks;

Class 8: 1.4 and 1.6 percent 4-axle single-unit trucks; and Class 9: 0.3 and 0.1 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 336,000 and 325,000 for the traffic study locations. Our estimated ESAL calculations are provided in Appendix E. For our pavement design analysis, the higher ESAL value was used.

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-4, A-7-6, and A-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 3 and 28 for the A-7-6 and A-4 subgrade material, respectively. For the design subgrade strength, we used the higher R-value strength material as the A-4 subgrade material is more predominant. Where low R-value cohesive subgrade is observed during construction, we recommend subgrade improvement consisting of overexcavation of the subgrade a minimum depth of 2 feet and replacing the cohesive subgrade with a minimum R-value of 65 material, chemical improvement with lime, or placement of a reinforced aggregate base layer. Alternatively, a geogrid could be placed at the base of the overexcavation and a lower quality subbase material can be imported (R-value minimum of 50). If overexcavation and replacement is the selected subgrade improvement alternative, a geotextile separator should be used at the top of the subgrade surface beneath the imported subbase.

For cost estimating purposes, we estimate subgrade improvement will be required for approximately 2,000 feet (approximately the south extent of the project alignment to the midpoint of borings SW-01 and SW-02, and from the midpoint of borings SW-04 and SW-05 to the midpoint of borings SW-05 and SW-06.) The extent of subgrade overexcavation was estimated based on the fines content and plasticity indices (PI) of the near-surface soils encountered in each of the borings. While the fines content in the near-surface soils of borings

SW-06 and SW-07 were above 50 percent, the PI was relatively low (PI value of 4) and in our opinion is likely to have an R-value greater than 3. In addition to the overexcavation alternative, we have provided a lime subgrade stabilization alternative (discussed in further detail in Section

5.3).

To determine the subgrade resilient modulus, we used a correlation presented in the AGDPS, which resulted in resilient modulus values of 2,600 and 16,540 pounds per square inch (psi) for R-values of 3 and 28, respectively.

5.3 Lime Treated Subgrade (LTS)

For LTS, the subgrade is disced, lime added, mixed, and compacted. Due to the thickness of lime treatment required (12 inches), two lifts of lime treatment are necessary. The chemical reaction occurring between the lime, clay, and water will result in a low plastic stiff member between the underlying clay subgrade and pavement section. CFLHD mix design testing requires enough lime to achieve an unconfined compressive strength of 100 psi for the lime stabilization layer.

Soils containing high sulfate concentrations can result in a deleterious reaction between the sulfate ions, soil, and water resulting in long-term heaving in the subgrade soil. As discussed in

Section 6.4, one of the two sulfate tests performed on the clay subgrade indicated a sulfate content of 0.51 percent by weight. Typically, lime stabilization is not recommended when sulfate concentrations are greater than 0.2 to 0.3 percent. Soils with high sulfates can still be used but require a double application of lime treatment. A double application method consists of an initial treatment of lime, followed by a waiting period with regular water application to allow for the soil and lime to react. The subgrade then is disced and a second application of lime completed followed by compaction. We recommend a minimum waiting period of 7 days between the first and second lime applications. However, a longer time may be required and should be determined based on laboratory testing by the specialty stabilization contractor. Lastly, it is unclear if the single high sulfate content test is representative of the native clay. If lime treatment is considered, a double application of lime will be necessary.

5.4 Full Depth Reclamation (FDR)

We understand that a pulverized full depth reclamation (FDR) is being considered for rehabilitation of the existing roadway pavement sections. The process involves pulverizing and mixing the existing asphalt with the underlying layers to create a uniformly blended, homogeneous material that will be incorporated into the proposed pavement section as a base course. 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 the PDDM indicate a minimum R-value of 70 percent for the pulverized FDR. In our opinion, a blended material of pulverized asphalt and existing native soil will likely exceed this requirement.

The PDDM also indicates that pulverized 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 based course from other areas of the project.

In addition to the pulverized, unbound FDR reconstruction, cement and water can be added to FDR process to stabilize the FDR and provide a firmer support for paving. Our paving recommendations reflect both the pulverized and cement stabilized FDR options.

5.5 Recommended Pavement Sections

For our analysis, we considered both reconstructing and rehabilitating the existing pavements.

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

TABLE 1

RECOMMENDED FLEXIBLE PAVEMENT SECTIONS

Proposed Pavement Structure(1) Native

Subgrade R-Value

Reconstruction

2" HACP

6" FDR - Cement

3" HACP

6" FDR - Pulverizing

Subgrade Overexcavation(2),(3)

3" HACP

6" UTBC

24" Imported Subbase

4" HACP

6" UTBC

12" LTS

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.

2. For areas with a native subgrade R-value less than 28, the unsuitable material should be overexcavated to the thicknesses shown in the table and replaced with an imported granular subbase material consisting of either (a) an R-value of 65 or higher or (b) geogrid reinforced subbase material with minimum R-value of 50.

3. Based on the subsurface explorations performed by S&W, an overexcavation length of 2,000 feet can be assumed for estimating purposes.

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 generally be less than 3 inches for estimating purposes.

6.2 Earthwork

6.2.1 Excavation Potential

Boring SW-08 encountered relatively shallow bedrock at a depth of 2.0 feet below the ground surface. We understand that excavation of shallow bedrock layers will not be required, however, if necessary excavation in bedrock could be difficult, necessitating the use of hydraulic excavators and dozers with ripper attachments. If deeper excavations are required in the sandstone bedrock, we anticipate blasting may be required.

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. We anticipate that on-site soil may need to be screened to remove over-sized particles in order to meet these criteria. 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

The following table 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)

• 1/2-inch or 3/4-inch Nominal Maximum Aggregate Size

• Use PG 70-28 binder in mix design

UTBC Section 301 • Use Gradation C, D, or E

Subbase Section 301 • Use Gradation A or B

Pulverized FDR Section 304

• Minimum R-value of 70

• Compact according to Section 204.11

FDR with Cement

Section 305

Lime Treated Subgrade

Section 213

Geotextile Separator

Section 207

Geogrid Section 207 • Use Tensar BX1200 or equivalent product

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, 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-01 and SW-05 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 1,580 and 2,700 ohms centimeter (ohm-cm).

Roberge (2012) provides corrosivity ratings based on soil resistivity (Table 1). The resistivity value measured in the sample indicates highly 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 0.51 and less than 0.01 percent by weight. Based on classifications as defined by ACI-318-14 (2014) (Table 2), this suggests a negligible to severe 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)

We recommend that a specialist in corrosion-resistance design review the results included in Table B-1 to determine actual construction materials and methods based on the test results.

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 Blackgum Landing 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.

If any of these occur, we should be retained to review the applicability of our analyses and recommendations.

Within the limitations of scope, schedule and budget, the analyses, conclusions and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical and geological principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied.

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.

Federal Highway Administration Central Federal Lands Highway Division (FHWA-CFLHD), 2016, Federal Lands access program scoping report: U.S. Army Corps of Engineers OK FLAP Blackgum Landing Road (S5407 Road).

Huffman, G.G., Beckwith, C.G., Kozak, F.D., Lauderback, R.L., Mondy, H.H., Siemens, A.G., Christian, H.E., and Brauer, C.P., 1958, Plate 4. Geologic map of the Tenkiller Ferry area, Cherokee, Muskogee, and Sequoyah Counties, Oklahoma: Oklahoma Geological Survey, Bulletin 77, scale 1:42,240.

Huffman, G.G., 1953. Oklahoma Geological Survey: Guide Book 1: Field Conference On Pre- Atoka Rocks in Western Part of The Ozark Uplift; Northeastern Oklahoma, Oklahoma City Geological Society and Oklahoma Geological Survey Bulletin 77, scale 1:42,240.

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/.

Blackgum Landing Rd

Sheet 2

Sheet 1

Blackgum Landing Road

OK FLAP 5407(1)

Sequoyah County, Oklahoma

Map adapted from aerial imagery provided by

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

NOTE

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F i l e n a m e

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F

D

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F d w g t e o g i n

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D M

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Approximate Scale in Miles

VICINITY MAP

FIG. 1

Oklahoma

OKLAHOMA

CITY

Project

Location

MUSKOGEE

Blackgum

Figure 2 Index Map and Reference Sheet Number

Sheet 1

LEGEND

Tenkiller

Ferry

Lake

SW-01

SW-02

SW-03

SW-05

B l a c k g u m

L a n d i n g

R d

SW-04

Blackgum Landing Road

OK FLAP 5407(1)

Sequoyah County, Oklahoma

Map adapted from aerial imagery provided by

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

NOTE

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F i l e n a m e

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F

N s a c k g v e m e n t

D e s D r a f t i n g

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SITE AND EXPLORATION PLAN

Matchline (Sheet 2)

SW-01

Boring Designation and Approximate Location

LEGEND

FIG. 2

Sheet 1 of 2

SW-05

SW-08

SW-09

R id g e R o u te R d

R d

E

B l a c k g u m

L a n d i n g

R d

N

R d

SW-06

SW-07

SW-10

Blackgum Landing Road

OK FLAP 5407(1)

Sequoyah County, Oklahoma

Map adapted from aerial imagery provided by

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

NOTE

March 2018 23-1-01659-001

F i l e n a m e

I E

F

N s a c k g v e m e n t

D e s D r a f t i n g

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SITE AND EXPLORATION PLAN

FIG. 2

Matchline (Sheet 1)

SW-01

Boring Designation and Approximate Location

LEGEND

Sheet 2 of 2

APPENDIX A

SUBSURFACE EXPLORATIONS

01659-001_R1_AA/wp/ksm 23-1-01659-001 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 Description and Log Key (3 sheets) A-2 Rock Classification Log Key (2 Sheets) A-3 Log of Boring SW-01 A-4 Log of Boring SW-02 A-5 Log of Boring SW-03 A-6 Log of Boring SW-04 A-7 Log of Boring SW-05 A-8 Log of Boring SW-06 A-9 Log of Boring SW-07 A-10 Log of Boring SW-08 A-11 Log of Boring SW-09 A-12 Log of Boring SW-10

01659-001_R1_AA/wp/lmr 23-1-01659-001 A-1

A.1 INTRODUCTION

Shannon & Wilson’s field exploration program was conducted on October 17 and October 18, 2017 and consisted of drilling ten borings, designated SW-01 through SW-10, 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-3 through A-12. 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 3.5 to 7.3 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.

The Shannon & Wilson representative classified rock samples in general accordance with the International Society of Rock Mechanics (ISRM) classification method. According to this

A-2 system, rocks are classified based on the stratigraphic structure, rock strength, degree of weathering, and other properties. The rock classification system is summarized on Figure 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 shear strength of the clay soil samples 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. A total of three cores were collected within approximately 20 feet of each boring location. The cores are designated as A, B, and C for each boring. The cores were brought to the Shannon & Wilson laboratory where they were

A-3 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 5407(1)

Sequoyah County, Oklahoma

23-1-01659-001March 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-

9-

C F

L B

LA

C

K G

U M

.G P

J S

W N

E W

.G D

T

/1 6/

OK FLAP 5407(1)

Sequoyah 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-

9-

C F

L B

LA

C

K G

U M

.G P

J S

W N

E W

.G D

T

/1 6/

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 5407(1)

Sequoyah 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-

9-

C F

L B

LA

C

K G

U M

.G P

J S

W N

E W

.G D

T

/1 6/

ROCK CLASSIFICATION

AND LOG KEY

SHANNON & WILSON, INC.

TERM

APPROX. UCS

(psi x 1000)

Very Low

Low

Moderate

Medium High

High

Very High

<0.7

0.7 to 4

4 to 7

7 to 15

15 to 36

>36

COEFFICIENT

14 to 20

10 to 14

6 to 10

2 to 6

0 to 2

VERY ROUGH: Near vertical edges evident

ROUGH: Smooth ridges, surface abrasion

SLIGHTLY ROUGH: Asperities on surface can be felt

SMOOTH: Appears and feels smooth

SLICKENSIDED: Visible polishing, striated surface

JOINT ROUGHNESS COEFFICIENT (JRC)

STRENGTH

DESCRIPTION

Very Wide

Wide

Moderately Close

Close

Very Close

>10 ft.

3 to 10 ft.

1 to 3 ft.

2 in. to 1 ft.

<2 in.

DISCONTINUITY DATA

SPACING

TERM SPACING

Very Tight

Tight

Partly Open

Open

Moderately Wide

Wide

Very Wide

Extremely Wide

Cavernous

<0.1mm

0.1 to 0.25mm

0.25 to 0.5mm

0.5 to 2.5mm

2.5 to 10mm

10mm to 1cm

1 to 10cm

10 to 100cm

>1m

APERTURE WIDTH

TERM SPACING

TERM

Fresh

Slightly

Moderately

Highly

Completely

No evidence of alteration

Slight discoloration on surface

Discoloring evident;

Alteration penetrating well below rock surface

Entire rock mass discolored

Rock reduced to a soil with relict rock texture

WEATHERING OR ALTERATION

DESCRIPTION

FRACTURE - Collective term for any natural break excluding shears, shear zones, and faults

JOINT (JT) - Planar break with little or no displacement

FOLIATION JOINT (FJ) or BEDDING JOINT (BJ) - Joint along foliation or bedding

INCIPIENT JOINT (IJ) or INCIPIENT FRACTURE (IF) -

Joint or fracture not evident until wetted and dried;

breaks along existing surface

RANDOM FRACTURE (RF) - Natural, very irregular fracture that does not belong to a set

BEDDING PLANE SEPARATION or PARTING - A separation along bedding after extraction from stress relief or slaking

FRACTURE ZONE (FZ) - Planar zone of broken rock without gouge

MECHANICAL BREAK (MB) - Breaks due to drilling or handling; drilling break (DB), hammer break (HB)

SHEAR (SH) - Surface of differential movement evident by presence of slickensides, striations, or polishing

SHEAR ZONE (SZ) - Zone of gouge and rock fragments bounded by planar shear surfaces

FAULT (FT) - Shear zone of significant extent;

differentiation from shear zone may be site-specific

DISCONTINUITY TERMS

F i l e n a m e

I E

F

N s a c k g v e m e n t

D e s D r a f t i n g R o c k

L

K e y s d t e g i n

K

D M

Sheet 1 of 2

FIG. A-2

23-1-01659-001March 2018

Blackgum Landing Road

Sequoyah County, Oklahoma

ROCK CLASSIFICATION SYMBOLS

BEDROCK TYPE ROCK NAME

Clastic

Sedimentary

Rocks

Breccia

Conglomerate

Sandstone

Siltstone

Claystone

Shale

Coal

Limestone

Dolomite

Corral

Gypsum

Halite

Calcite

Tuff

Rhyolite

Dacite

Andesite

Basalt

Granite

Grano-diorite

Diorite

Gabbro

Marble

Quartzite

Slate

Phyllite

Schist

Gneiss

GRAPHIC

SYMBOL

Carbonate

Sedimentary

Rocks

Evaporite

Rocks

Extrusive

Igneous

Rocks

Intrusive

Igneous

Rocks

Metamorphic

Rocks

F i l e n a m e

I E

F

N s a c k g v e m e n t

D e s D r a f t i n g R o c k

L

K e y s d t e g i n

K

D M

SHANNON & WILSON, INC.

Sheet 2 of 2

FIG. A-2

ROCK CLASSIFICATION

AND LOG KEY

23-1-01659-001March 2018

Blackgum Landing Road

Sequoyah County, Oklahoma

3.25 inches of asphalt over 3 inches of aggregate base.

Loose to medium dense, dark gray, Silty Sand (SM); moist.

[A-2-4]

Stiff to very stiff, gray mottled yellow-brown, Lean Clay with Sand (CL);

moist; few gravel; iron oxide staining.

[A-7-6]

SANDSTONE; low to moderate strength, yellow-brown to light gray, thinly bedded;

moderately to highly weathered; iron oxide staining, interbedded shale, claystone and limestone.

- Auger refusal at 6.5 feet.

BOTTOM OF BORING

COMPLETED ON 10/17/2017

C or e A

S -1

B -1

S -2

S -3

S -4

G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

0.3

0.5

1.9

4.8

6.8

SHANNON & WILSON, INC.

6.8 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 and A-2 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.

Blackgum Landing Road

OK FLAP 5407(1)

Sequoyah County, Oklahoma

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01659-001

Hollow-Stem Auger GTS, Inc.

CME 75 Truck Boring located in northbound lane.

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-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

Grab Sample

P oc ke t

P en ts f

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 35.61114° ~ -94.98969°

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 B

LA

C

K G

U M

.G P

J

/1 6/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

Plastic Limit

(<0.075mm)

Liquid Limit Natural Water Content

% Fines % Water Content

50/3"

3.0 inches of asphalt over 3 inches of aggreate base.

Medium dense to very dense, yellow-brown to red-brown, Clayey Sand (SC) to Silty Sand (SM); moist; trace to few gravel.

[A-6]

SANDSTONE: very low to moderate strength, yellow-brown to light gray; slightly weathered to fresh.

- Auger refusal at 4.5 feet.

BOTTOM OF BORING

COMPLETED ON 10/18/2017

C or e A

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

0.7

3.0

4.6

SHANNON & WILSON, INC.

4.6 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 and A-2 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.

Blackgum Landing Road

OK FLAP 5407(1)

Sequoyah County,…