Attachment 4 - Geotechnical Engineering Study.pdf

GEOTECHNICAL ENGINEERING STUDY

F-35 AIRCRAFT PARKING APRON

NAS JRB

FORT WORTH, TEXAS

Presented To:

Leo A Daly

October 2020

PROJECT NO. 2701-19-03

TABLE OF CONTENTS

Page

1.0 INTRODUCTION ------------------------------------------------------------------------------------------------------- 1

2.0 FIELD EXPLORATION AND LABORATORY TESTING ------------------------------------------------------ 2

3.0 SUBSURFACE CONDITIONS -------------------------------------------------------------------------------------- 4

4.0 AIRCRAFT PAVEMENTS -------------------------------------------------------------------------------------------- 6

5.0 EARTHWORK ----------------------------------------------------------------------------------------------------------- 9

6.0 CONSTRUCTION OBSERVATIONS ----------------------------------------------------------------------------- 12

7.0 REPORT CLOSURE ------------------------------------------------------------------------------------------------- 12

APPENDIX A

Plate

Plan of Borings --------------------------------------------------------------------------------------------------------------- A.1 Unified Soil Classification System --------------------------------------------------------------------------------------- A.2 Key to Classification and Symbols -------------------------------------------------------------------------------------- A.3 Logs of Borings ------------------------------------------------------------------------------------------------------ A.4 – A.9 Free Swell Test Results -------------------------------------------------------------------------------------------------- A.10 Soluble Sulfate Test Results -------------------------------------------------------------------------------------------- A.11 Lime Series Test Results ------------------------------------------------------------------------------------------------ A.12

APPENDIX B

Logs of Borings (CMJ Report No. 2701-19-02) ------------------------------------------------------------- B.1 – B.5

Report No. 2701-20-03 CMJ ENGINEERING, INC.

1.0 INTRODUCTION

1.1 Project Description

The project, as currently planned, will consist of pavement repair/rehabilitation along the existing aircraft apron at Naval Air Station Joint Reserve Base in Fort Worth, Texas. Additionally, new sunshades will be constructed in the area. CMJ understands that the sunshades will be anchored to the existing apron concrete in a similar manner as the existing sunshades. CMJ previously performed an investigation in the vicinity of this site and presented the results in CMJ Report No.

2701-19-02 dated February 11, 2020. Borings performed for CMJ’s previous investigation are included in this report. Plate A.1, Plan of Borings, presents the approximate locations of the exploration borings.

1.2 Purpose and Scope

The purpose of this geotechnical engineering study has been to determine the general subsurface conditions, evaluate the engineering characteristics of the subsurface materials encountered, and develop aircraft pavement design/remediation guidelines.

To accomplish its intended purposes, the study has been conducted in the following phases: (1) drilling sample borings to determine the general subsurface conditions and to obtain samples for testing; (2) performing laboratory tests on appropriate samples to determine pertinent engineering properties of the subsurface materials; and (3) performing engineering analyses, using the field and laboratory data to develop geotechnical recommendations for the proposed construction.

The design is currently in progress and the locations and/or elevations of the structures could change. Once the final design is near completion (80-percent to 90-percent stage), it is recommended that CMJ Engineering, Inc. be retained to review those portions of the construction documents pertaining to the geotechnical recommendations, as a means to determine that our recommendations have been interpreted as intended.

1.3 Report Format

The text of the report is contained in Sections 1 through 7. All plates and large tables are contained in Appendix A. The alpha-numeric plate and table numbers identify the appendix in which they appear. Small tables of less than one page in length may appear in the body of the text and are numbered according to the section in which they occur.

Units used in the report are based on the English system and may include tons per square foot

(tsf), kips (1 kip = 1,000 pounds), kips per square foot (ksf), pounds per square foot (psf), pounds per cubic foot (pcf), and pounds per square inch (psi).

2.0 FIELD EXPLORATION AND LABORATORY TESTING

2.1 Field Exploration

Subsurface materials at the project site were explored by six (6) vertical soil borings drilled to depths of 15 to 25 feet as directed by the client, utilizing truck-mounted drilling equipment. The borings were drilled using continuous flight augers at the approximate locations shown on the Plan of Borings, Plate A.1. The boring logs are included on Plates A.4 through A.9 and keys to classifications and symbols used on the logs are provided on Plates A.2 and A.3. Borings B-1A through B-5A were previously drilled in October and November 2019 in association with CMJ’s previously referenced report and are presented on Plates B.1 through B.5 and are shown on the

Plan of Borings, Plate A.1.

Undisturbed samples of cohesive soils were obtained with nominal 3-inch diameter thin-walled

(Shelby) tube samplers at the locations shown on the logs of borings. The Shelby tube sampler consists of a thin-walled steel tube with a sharp cutting edge connected to a head equipped with a ball valve threaded for rod connection. The tube is pushed into the soil by the hydraulic pulldown of the drilling rig. The soil specimens were extruded from the tube in the field, logged, tested for consistency with a hand penetrometer, sealed, and packaged to limit loss of moisture.

The consistency of cohesive soil samples was evaluated in the field using a calibrated hand penetrometer. In this test a 0.25-inch diameter piston is pushed into the relatively undisturbed sample at a constant rate to a depth of 0.25 inch. The results of these tests, in tsf, are tabulated at respective sample depths on the logs. When the capacity of the penetrometer is exceeded, the value is tabulated as 4.5+.

Disturbed samples of the noncohesive granular or stiff to hard cohesive materials were obtained utilizing a nominal 2-inch O.D. split-barrel (split-spoon) sampler in conjunction with the Standard

Penetration Test (ASTM D 1586). This test employs a 140-pound hammer that drops a free fall vertical distance of 30 inches, driving the split-spoon sampler into the material. The number of blows required for 18 inches of penetration is recorded and the value for the last 12 inches, or the penetration obtained from 50 blows, is reported as the Standard Penetration Value (N) at the appropriate depth on the logs of borings.

To evaluate the relative density and consistency of the harder formations, a modified version of the

Texas Cone Penetration test was performed at selected locations. Texas Department of

Transportation (TxDOT) Test Method Tex-132-E specifies driving a 3-inch diameter cone with a

170-pound hammer freely falling 24 inches. This results in 340 foot-pounds of energy for each blow. This method was modified by utilizing a 140-pound hammer freely falling 30 inches. This results in 350 foot-pounds of energy for each hammer blow. In relatively soft materials, the penetrometer cone is driven 1 foot and the number of blows required for each 6-inch penetration is tabulated at respective test depths, as blows per 6 inches on the log. In hard materials (rock or rock-like), the penetrometer cone is driven with the resulting penetrations, in inches, recorded for the first and second 50 blows, a total of 100 blows. The penetration for the total 100 blows is recorded at the respective testing depths on the boring logs.

Ground-water observations during and after completion of the borings are shown on the upper right of the boring log. Upon completion of the borings, the bore holes were backfilled with bentonite chips and patched with quick set concrete.

2.2 Laboratory Testing

Laboratory soil tests were performed on selected representative samples recovered from the borings. In addition to the classification tests (liquid limits and plastic limits), moisture content, unit weight, and unconfined compressive strength tests were performed. Results of the laboratory classification tests, moisture content, unit weight, and unconfined compressive strength tests conducted for this project are included on the boring logs.

Free swell tests were performed on specimens from selected samples of the clays. These tests were performed to help in evaluating the swell potential of near-surface soils in the project area.

The results of the swell tests are presented on Plate A.10.

Soluble sulfate tests were conducted on selected soil samples recovered from the borings. The sulfate testing was conducted to help identify sulfate-induced heaving potential of the soils.

Sulfate-induced heaving can cause detrimental volumetric changes to a lime modified subgrade.

The results of the sulfate tests are presented on Plate A.11.

An Eades and Grim Lime Series test was performed on a selected sample to identify the appropriate concentration of lime to add to soils for stabilization purposes. The results of the lime series test are presented on Plate A.12.

The above laboratory tests were performed in general accordance with applicable ASTM procedures, or generally accepted practice.

3.0 SUBSURFACE CONDITIONS

3.1 Soil Conditions

Specific types and depths of subsurface strata encountered at the boring locations are shown on the boring logs in Appendix A. The generalized subsurface stratigraphies encountered in the borings are discussed below. Note that depths on the borings refer to the depth from the existing grade or ground surface present at the time of the investigation, and the boundaries between the various soil types are approximate.

Borings B-1 through B-3, B-5 and B-6 were drilled on the existing concrete aircraft apron. The concrete apron is 12 to 23 inches thick at these boring locations. Crushed rock base material occasionally containing asphalt fragments was present below the concrete in Borings B-1, B-2, and

B-3, with thicknesses of 3 to 7 inches. Sandy base material was present below the concrete in

Boring B-6, with a thickness of 8 inches. Sand and gravel base/fill material was present below the concrete in Boring B-5 with a thickness of 3 feet. Asphalt pavement with a thickness of 2½ inches was present at the surface in Boring B-4 underlain by crushed rock base material with a thickness of 21½ inches.

Soils encountered consist of dark brown, brown, light brown, dark reddish brown, reddish brown, light reddish brown, light gray, and gray silty clays, sandy clays, sandy silty clays, silty sandy clays, and clayey sands. The silty clays and sandy clays/clayey sands encountered in Borings B-1, B-4 and B-5 are noted as fill to depths of 3 to 5 feet below existing grade. The various soils occasionally contain calcareous nodules, calcareous deposits, ironstone nodules, iron seams, iron stains, gravel, and limestone fragments.

The various clayey soils encountered in the borings had tested Liquid Limits (LL) of 33 to 46 with

Plasticity Indices (PI) of 18 to 31 and are classified as SC and CL by the USCS. The various clayey soils were generally stiff to hard (soil basis) in consistency with pocket penetrometer readings of 2.0 to over 4.5 tsf. Select lower pocket penetrometer readings indicate more granular materials. Tested unit weight values were 107 to 123 and tested unconfined compressive strengths were 2,020 to 11,680 psf.

Light brown, light reddish brown, and tan sands typically containing gravel are next present at depths of 7 to 15 feet in Borings B-1 through B-3, B-5, and B-6. The sands are lightly cemented in borings B-1 and B-2 and vary from medium dense to very dense, with Standard Penetration (SPT) test results of 3 inches of penetration for 50 hammer blows to 26 blows for 1 foot of penetration.

Tan limestone was next present in Boring B-6 at a depth of 18 feet. The tan limestone is very hard

(rock basis), with a Texas Cone Penetration (THD) test value of ¾ inch per 100 blows.

Gray limestone was next encountered in Borings B-1 through B-3, and B-6 at depths of 17 to 22 feet below existing grade and continues through boring termination at depths of 20 to 25 feet. The gray limestone contains shale seams and occasional layers and are very hard (rock basis), with

Texas Cone Penetration (THD) test values of ⅛ to ⅝ inch per 100 blows.

The Atterberg Limits tests indicate the various clays encountered at this site vary from slightly active to active with respect to moisture induced volume changes. Active clays can experience volume changes (expansion or contraction) with fluctuations in their moisture content.

3.2 Ground-Water Observations

The borings were drilled using continuous flight auger methods, allowing relatively accurate information regarding observations of ground-water seepage during drilling. Ground-water seepage was encountered during drilling in Borings B-1 and B-3 through B-6 at depths of 9 to 16 feet. Water levels of 13 to 14 feet were measured in Boring B-1, B-3 and B-6 at completion of drilling operations. Borings B-4 and B-5 were dry at completion of drilling operations. No seepage was encountered during drilling or at completion in Boring B-2.

While it is not possible to accurately predict the magnitude of subsurface water fluctuation that might occur based upon these short-term observations, it should be recognized that ground-water conditions will vary with fluctuations in rainfall. Seepage near the observed levels should be anticipated throughout the year.

Fluctuations of the ground-water level can occur due to seasonal variations in the amount of rainfall; site topography and runoff; hydraulic conductivity of soil strata; and other factors not evident at the time the borings were performed. During wet periods of the year seepage can occur in the more permeable zones or atop the limestones. The possibility of ground-water level fluctuations should be considered when developing the design and construction plans for the project.

Due to the variable subsurface conditions, long-term observations would be necessary to more accurately evaluate the ground-water level. Such observations would require installation of piezometer or observation wells which are sealed to prevent the influence of surface water.

4.0 AIRCRAFT PAVEMENTS

4.1 Potential Vertical Movements

Pavements and other structures placed on-grade will be subject to movement as a result of moisture induced volume changes in the slightly active to active clays. The clays expand (heave) with increases in moisture and contract (shrink) with decreases in moisture. The movement typically occurs as post construction heave. The potential magnitude of the moisture induced movements is rather indeterminate. It is influenced by the soil properties, overburden pressures, and, to a great extent, by soil moisture levels at the time of construction. The greatest potential for post-construction movement occurs when the soils are in a dry condition at the time of construction. Based on the conditions encountered in the borings, potential moisture induced movements are estimated to be on the order of 1 to 2½ inches. Movements in excess of the estimated value can occur if poor drainage, excessive water collection, leaking pipelines, etc.

occur. Any such excessive water conditions should be rectified as soon as possible. In order to minimize rainwater infiltration through the pavement surface, and thereby minimizing future upward movement of the pavement slabs, all cracks and joints in the pavement should be sealed on a routine basis after construction.

4.2 Recommended Pavement Sections

4.2.1 General Considerations

CMJ understands that the pavement to be replaced will be constructed on a prepared subgrade and conform with the existing pavement thickness. Recommendations presented below are based on the existing pavement section in the area of Borings B-1 through B-3 and previously drilled

Borings B-1A and B-2A which consisted of 15 to 16½ inches of concrete over 3 inches to 2 feet of sand and gravel or crushed rock base material. For the subgrade preparation recommendations provided below, Unified Facilities Criteria (UFC) construction and materials specifications are recommended as itemized below.

4.2.2 Subgrade Preparation

A minimum 2-foot thick Base Course is recommended below the concrete pavement (based on the existing pavement section present in the area of previously drilled Borings B-1A and B-2A). In areas to be drained utilizing subsoil drains the base course should consist of a minimum 6-inch thick drainage layer meeting the requirements outlined in Chapter 23 of UFC 3-260-02 (Draft) dated 15

October 2014 underlain by Crushed Aggregate Base Course meeting the requirements of Item 8-4 of UFC 3-260-02 and ASTM D2940 to achieve the required 2-foot thick base course section.

The base course should be uniformly compacted to a minimum of 100 percent of Modified Proctor density (ASTM D 1557), to -2 to +2 percentage points of the optimum moisture content determined by that test.

Prior to Base Course placement or compaction, the existing pavements should be removed, and the subgrade should be proofrolled with heavy pneumatic equipment weighing a minimum 25 tons. Any soft or pumping areas should be undercut to a firm subgrade and properly backfilled. The subgrade should be scarified to a minimum depth of 6 inches and uniformly compacted to a minimum of 90 percent of Modified Proctor density (ASTM D 1557) for soils having a Plasticity Index of greater than 5 or a Liquid Limit (LL) greater than 25 or to a minimum of 100 percent of Modified Proctor density

(ASTM D 1557) for soils having a PI of less than or equal to 5 and a LL less than or equal to 25 to -2 to +2 percentage points of the optimum moisture content determined by that test. It then should be protected and maintained in a moist condition until the Base Course is placed.

4.3 Subsurface Drains

Subsurface drain lines should be placed in a trench such that the bottom of the line is situated a minimum of 26 inches below the bottom of the pavement. Rapid Draining Material or Open

Graded Material should surround the pipe and extend a minimum of 6 inches laterally on either side of the pipe and a minimum of 3 inches below the pipe. The drainage material should extend above the pipe to the bottom of the pavement surface. A filter fabric consisting of TenCate

Geosynthetics Mirafi FW402 or equivalent should surround the trench bottom and walls and should extend laterally a minimum of 20 inches beyond the limits of the drainage trench along the bottom of the drainage layer. The drain line should consist of a perforated pipe with a minimum diameter of 6 inches. Readers should reference Figure 23-7a. of the UFC 3-260-02 (Draft) dated 15

October 2014 for an example drain cross section.

4.4 Material Requirements

Reinforced Portland Cement Concrete: Concrete Pavement meeting the requirements of Chapter

9 Item 3 Unified Facilities Criteria (UFC) 3-260-02 Pavement Design for Airfields and ASTM C 150

Type I or II.

Crushed Stone Base: Crushed Aggregate Base meeting the requirements of Chapter 8 Item 4, Unified Facilities Criteria (UFC) 3-260-02 Pavement Design for Airfields and ASTM D 2940.

Drainage Layer: Rapid Draining Material or Open Graded Material Meeting the requirements of

Item 23-3.5, Unified Facilities Criteria (UFC) 3-260-02 Pavement Design for Airfields - Draft (15

October 2014)

Filter Fabric: TenCate Geosynthetics Mirafi FW402 or equivalent.

4.5 General Pavement Considerations

The design of the pavement drainage and grading should consider the potential for differential ground movement due to future soil swelling on the order of 1 to 2½ inches. In order to minimize rainwater infiltration through the pavement surface, and thereby minimizing future upward movement of the pavement slabs, all cracks and joints in the pavement should be sealed on a routine basis after construction.

5.0 EARTHWORK

5.1 Site Preparation

The proposed building area should be stripped of vegetation, roots, old construction debris, and other organic material. The actual stripping depth should be based on field observations with particular attention given to old drainage areas, uneven topography, and excessively wet soils.

The stripped areas should be observed to determine if additional excavation is required to remove weak or otherwise objectionable materials that would adversely affect the fill placement or other construction activities.

The subgrade should be firm and able to support the construction equipment without displacement.

Soft or yielding subgrade should be corrected and made stable before construction proceeds. The subgrade should be proof rolled to detect soft spots, which if exist, should be reworked to provide a firm and otherwise suitable subgrade. Proof rolling should be performed using a heavy pneumatic tired roller, loaded dump truck, or similar piece of equipment. The proof rolling operations should be observed by the project geotechnical engineer or his/her representative. Prior to fill placement, the subgrade should be scarified to a minimum depth of 6 inches, its moisture content adjusted, and recompacted to the moisture and density recommended for fill.

In areas of perched water or pumping subgrade, it may be necessary to install sub-pavement drains or edge drains. This decision should be made during construction to verify the need for such drains.

5.2 Placement and Compaction

Fill material should be placed in loose lifts not exceeding 8 inches in uncompacted thickness. The uncompacted lift thickness should be reduced to 4 inches for structure backfill zones requiring hand-operated power compactors or small self-propelled compactors. The fill material should be uniform with respect to material type and moisture content. Clods and chunks of material should be broken down and the fill material mixed by disking, blading, or plowing, as necessary, so that a material of uniform moisture and density is obtained for each lift. Water required for sprinkling to bring the fill material to the proper moisture content should be applied evenly through each layer.

The on-site soils are suitable for use in general site grading. Imported fill material for general fill should be clean soil with a Liquid Limit less than 45 and no rock greater than 4 inches in maximum dimension. The fill materials should be free of vegetation and debris.

General fill material outside aircraft apron areas should be compacted to a minimum of 95 percent of the maximum dry density determined by the Standard Proctor test, ASTM D 698. In conjunction with the compacting operation, the fill material should be brought to the proper moisture content.

The moisture content for general earth fill should range from 2 percentage points below optimum to

5 percentage points above optimum (-2 to +5). These ranges of moisture contents are given as maximum recommended ranges. For some soils and under some conditions, the contractor may have to maintain a more narrow range of moisture content (within the recommended range) in order to consistently achieve the recommended density.

Field density tests should be taken as each lift of fill material is placed. As a guide, one field density test per lift for each 5,000 square feet of compacted area is recommended. For small areas or critical areas the frequency of testing may need to be increased to one test per 2,500 square feet. A minimum of 2 tests per lift should be required. The earthwork operations should be observed and tested on a continuing basis by an experienced geotechnician working in conjunction with the project geotechnical engineer.

Each lift should be compacted, tested, and approved before another lift is added. The purpose of the field density tests is to provide some indication that uniform and adequate compaction is being obtained. The actual quality of the fill, as compacted, should be the responsibility of the contractor and satisfactory results from the tests should not be considered as a guarantee of the quality of the contractor's filling operations.

5.3 Excavation

The side slopes of excavations through the overburden soils should be made in such a manner to provide for their stability during construction. Existing structures, pipelines or other facilities, which are constructed prior to or during the currently proposed construction and which require excavation, should be protected from loss of end bearing or lateral support.

Temporary construction slopes and/or permanent embankment slopes should be protected from surface runoff water. Site grading should be designed to allow drainage at planned areas where erosion protection is provided, instead of allowing surface water to flow down unprotected slopes.

Trench safety recommendations are beyond the scope of this report. The contractor must comply with all applicable safety regulations concerning trench safety and excavations including, but not limited to, OSHA regulations.

5.4 Acceptance of Imported Fill

Any soil imported from off-site sources should be tested for compliance with the recommendations for the particular application and approved by the project geotechnical engineer prior to the materials being used. The owner should also require the contractor to obtain a written, notarized certification from the landowner of each proposed off-site soil borrow source stating that to the best of the landowner's knowledge and belief there has never been contamination of the borrow source site with hazardous or toxic materials. The certification should be furnished to the owner prior to proceeding to furnish soils to the site. Soil materials derived from the excavation of underground petroleum storage tanks should not be used as fill on this project.

5.5 Soil Corrosion Potential

Specific testing for soil corrosion potential was not included in the scope of this study. However, based upon past experience on other projects in the vicinity, the soils at this site may be corrosive.

Standard construction practices for protecting metal pipe and similar facilities in contact with these soils should be used.

5.6 Erosion and Sediment Control

All disturbed areas should be protected from erosion and sedimentation during construction, and all permanent slopes and other areas subject to erosion or sedimentation should be provided with permanent erosion and sediment control facilities. All applicable ordinances and codes regarding erosion and sediment control should be followed.

6.0 CONSTRUCTION OBSERVATIONS

In any geotechnical investigation, the design recommendations are based on a limited amount of information about the subsurface conditions. In the analysis, the geotechnical engineer must assume the subsurface conditions are similar to the conditions encountered in the borings.

However, quite often during construction anomalies in the subsurface conditions are revealed.

Therefore, it is recommended that CMJ Engineering, Inc. be retained to observe earthwork and foundation installation and perform materials evaluation during the construction phase of the project. This enables the geotechnical engineer to stay abreast of the project and to be readily available to evaluate unanticipated conditions, to conduct additional tests if required and, when necessary, to recommend alternative solutions to unanticipated conditions. Until these construction phase services are performed by the project geotechnical engineer, the recommendations contained in this report on such items as final foundation bearing elevations, proper soil moisture condition, and other such subsurface related recommendations should be considered as preliminary.

It is proposed that construction phase observation and materials testing commence by the project geotechnical engineer at the outset of the project. Experience has shown that the most suitable method for procuring these services is for the owner or the owner's design engineers to contract directly with the project geotechnical engineer. This results in a clear, direct line of communication between the owner and the owner's design engineers and the geotechnical engineer.

7.0 REPORT CLOSURE

The boring logs shown in this report contain information related to the types of soil encountered at specific locations and times and show lines delineating the interface between these materials. The logs also contain our field representative's interpretation of conditions that are believed to exist in those depth intervals between the actual samples taken. Therefore, these boring logs contain both factual and interpretive information. Laboratory soil classification tests were also performed on samples from selected depths in the borings. The results of these tests, along with visual-manual procedures were used to generally classify each stratum. Therefore, it should be understood that the classification data on the logs of borings represent visual estimates of classifications for those portions of each stratum on which the full range of laboratory soil classification tests were not performed. It is not implied that these logs are representative of subsurface conditions at other locations and times.

With regard to ground-water conditions, this report presents data on ground-water levels as they were observed during the course of the field work. In particular, water level readings have been made in the borings at the times and under conditions stated in the text of the report and on the boring logs. It should be noted that fluctuations in the level of the ground-water table can occur with passage of time due to variations in rainfall, temperature and other factors. Also, this report does not include quantitative information on rates of flow of ground water into excavations, on pumping capacities necessary to dewater the excavations, or on methods of dewatering excavations. Unanticipated soil conditions at a construction site are commonly encountered and cannot be fully predicted by mere soil samples, test borings or test pits. Such unexpected conditions frequently require that additional expenditures be made by the owner to attain a properly designed and constructed project. Therefore, provision for some contingency fund is recommended to accommodate such potential extra cost.

The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our field investigation and further on the assumption that the exploratory borings are representative of the subsurface conditions throughout the site; that is, the subsurface conditions everywhere are not significantly different from those disclosed by the borings at the time they were completed. If, during construction, different subsurface conditions from those encountered in our borings are observed, or appear to be present in excavations, we must be advised promptly so that we can review these conditions and reconsider our recommendations where necessary. If there is a substantial lapse of time between submission of this report and the start of the work at the site, if conditions have changed due either to natural causes or to construction operations at or adjacent to the site, or if structure locations, structural loads or finish grades are changed, we urge that we be promptly informed and retained to review our report to determine the applicability of the conclusions and recommendations, considering the changed conditions and/or time lapse.

Further, it is urged that CMJ Engineering, Inc. be retained to review those portions of the plans and specifications for this particular project that pertain to earthwork and foundations as a means to determine whether the plans and specifications are consistent with the recommendations contained in this report. In addition, we are available to observe construction, particularly the compaction of structural fill, or backfill and the construction of foundations as recommended in the report, and such other field observations as might be necessary.

The scope of our services did not include any environmental assessment or investigation for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, ground water or air, on or below or around the site.

This report has been prepared for use in developing an overall design concept. Paragraphs, statements, test results, boring logs, diagrams, etc. should not be taken out of context, nor utilized without a knowledge and awareness of their intent within the overall concept of this report. The reproduction of this report, or any part thereof, supplied to persons other than the owner, should indicate that this study was made for design purposes only and that verification of the subsurface conditions for purposes of determining difficulty of excavation, trafficability, etc. are responsibilities of the contractor.

This report has been prepared for the exclusive use of Leo A Daly for specific application to design of this project. The only warranty made by us in connection with the services provided is that we have used that degree of care and skill ordinarily exercised under similar conditions by reputable members of our profession practicing in the same or similar locality. No other warranty, expressed or implied, is made or intended.

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CARSWELL AVE

B -5 A

B -4 A

B -3 A

B -2 A

B -1 A

B l dg

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Bl dg

. 1

B -1

B -2

B -3

B -4

B -5

B -6

Fi ne

-g ra in ed s oi ls

(M or e th an h al f o f m at er ia l i s sm al le r t ha n N o.

s ie ve

S an ds e th an h al f o f c oa rs e fra ct io n is s m al le r th an

N o.

s ie ve s iz e)

G ra ve e th an h al f o f c oa rs e fra ct io n is la rg er th

N o.

s ie ve s iz e)

S an ds w ith fi s

(A pp re ci ab le a m ou nt o f fin es

C le an s ds

(L itt le o r n o fin es

G ra ve ls w ith fi

(A pp re ci ab le a m ou nt of fi ne s)

C le an g ra ve itt le o r n o fin es

Pt

OH

CH

MH

OL

CL

ML

SC

SM

SP

SW

GC

GM

GP

GW

Grp.

Sym.

Peat and other highly organic soils

Organic clays of medium to high plasticity, organic silts

Inorganic clays of high plasticity, fat clays

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts

Organic silts and organic silty clays of low plasticity

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, and lean clays

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity

Clayey sands, sand-clay mixtures

Silty sands, sand-silt mixtures

Poorly graded sands;

gravelly sands, little or no fines

Well-graded sands, gravelly sands, little or no fines

Clayey gravels, gravel-sand-clay mixtures

Silty gravels, gravel-sand-silt mixtures

Poorly graded gravels, gravel-sand mixtures, little or no fines

Well-graded gravels, gravel-sand mixtures, little or no fines

Typical Names

D et er m in e pe rc en ta ge s of s an d an d gr av el fr om g ra in s iz e cu rv e.

Le ss th an p er ce nt

..G

W , G

P , S

W , S

P

M e th an pe rc en t..

..G

M , G

C , S

M , S

C to pe rc en t..

.B or de rli ne c as es re qu iri ng d ua l s ym bo ls

Liquid and Plastic limits above "A" line with P.I.

greater than 7

Liquid and Plastic limits below "A" line or P.I. less than 4

Not meeting all gradation

Liquid and Plastic limits above "A" line with P.I.

greater than 7

Liquid and Plastic limits below "A" line or P.I.

greater than 4

Not meeting all gradation

PLATE A.2

requirements for SW requirements for GW

UNIFIED SOIL CLASSIFICATION SYSTEM

C oa rs e-gr ai ne d so ils

(m e th an h al f o f t he m at er ia l i s la rg er th an N o.

s ie ve s iz e)

D ep en di ng o n pe rc en ta ge o f f in es

(f ra ct io n sm al le r t ha n N o.

s ie ve s iz

e) , c oa rs e-gr ai ne d so ils a re cl as si fie d as fo llo w s:

Laboratory Classification Criteria

H ig hl y

O rg ic so ils

S ilt s an d cl ay iq ui d lim it gr ea te r t ha n

S ilt s an d cl ay iq ui d lim it le ss th an

0)

Liquid and plastic limits plotting between 4 and 7 are borderline cases requiring use of dual symbols

Liquid and plastic limits plotting in hatched zone between 4 and 7 are borderline cases requiring use of dual symbols

Major Divisions

0 10 20 30 40 50 60 70 80 90 100

CL-ML

CL

CH

OH and MH

ML and OL

Liquid Limit

Plasticity Chart

P la st ic ity In de x

Cu= ----- D60

D10 greater than 6: CC= -------------- (D30)

D10 x D60 between 1 and 3

Cu= ----- D60

D10 greater than 4: CC= -------------- (D30)

D10 x D60 between 1 and 3

SOIL OR ROCK TYPES

GRAVEL LEAN CLAY LIMESTONE

SAND SANDY SHALE

SILT SILTY SANDSTONE

HIGHLY

PLASTIC CLAY CLAYEY CONGLOMERATE Shelby

Tube Auger Split Spoon

Rock Core

Cone Pen

No Recovery

TERMS DESCRIBING CONSISTENCY, CONDITION, AND STRUCTURE OF SOIL

Fine Grained Soils (More than 50% Passing No. 200 Sieve)

Descriptive Item Penetrometer Reading, (tsf) Soft 0.0 to 1.0 Firm 1.0 to 1.5 Stiff 1.5 to 3.0

Very Stiff 3.0 to 4.5 Hard 4.5+

Coarse Grained Soils (More than 50% Retained on No. 200 Sieve) Penetration Resistance Descriptive Item Relative Density

(blows/foot) 0 to 4 Very Loose 0 to 20% 4 to 10 Loose 20 to 40% 10 to 30 Medium Dense 40 to 70% 30 to 50 Dense 70 to 90% Over 50 Very Dense 90 to 100%

Soil Structure

Calcareous Contains appreciable deposits of calcium carbonate; generally nodular Slickensided Having inclined planes of weakness that are slick and glossy in appearance Laminated Composed of thin layers of varying color or texture Fissured Containing cracks, sometimes filled with fine sand or silt Interbedded Composed of alternate layers of different soil types, usually in approximately equal proportions

TERMS DESCRIBING PHYSICAL PROPERTIES OF ROCK

Hardness and Degree of Cementation Very Soft or Plastic Can be remolded in hand; corresponds in consistency up to very stiff in soils Soft Can be scratched with fingernail Moderately Hard Can be scratched easily with knife; cannot be scratched with fingernail Hard Difficult to scratch with knife Very Hard Cannot be scratched with knife Poorly Cemented or Friable Easily crumbled Cemented Bound together by chemically precipitated material; Quartz, calcite, dolomite, siderite, and iron oxide are common cementing materials.

Degree of Weathering Unweathered Rock in its natural state before being exposed to atmospheric agents Slightly Weathered Noted predominantly by color change with no disintegrated zones Weathered Complete color change with zones of slightly decomposed rock Extremely Weathered Complete color change with consistency, texture, and general appearance approaching soil

KEY TO CLASSIFICATION AND SYMBOLS PLATE A.3

4.5+ 3.25 4.0

4.5+

4.5+

4.5+

50/5.5"

100/0.625"

CONCRETE, 16.5 inches thick

CRUSHED ROCK BASE, w/ asphalt fragments, 3 inches thick

SILTY CLAY, light brown and light gray, w/ limestone fragments, hard (FILL)

SILTY CLAY, dark brown, w/ calcareous nodules, very stiff to hard

SANDY CLAY/CLAYEY SAND, light gray and reddish brown, w/ iron stains and ironstone nodules, hard

SAND, light brown, lightly cemented, w/ gravel, very dense

LIMESTONE, gray, w/ shale seams, very hard

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-20-03

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-1

B-53 w/ CFA

8-25-20

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE A.4

F-35 Aircraft Parking Apron - NAS JRB Fort Worth, TX

Seepage at 16' during drilling; water at 13' at completionSee Plate A.1

25.0'

B-1

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 3.

G

PJ

C M

J.

G

D T

0/

/2

11680 4.5+ 4.5+ 4.5+

4.5+

4.5+

50/3"

100/0.25"

CONCRETE, 16.25 inches thick

CRUSHED ROCK BASE, w/ asphalt fragments, 3 inches thick

SANDY CLAY, reddish brown and brown, w/ ironstone nodules and occasional iron seams, hard

SAND, tan, lightly cemented, w/ gravel, very dense

LIMESTONE, gray, w/ shale seams, very hard

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-20-03

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-2

B-53 w/ CFA

8-25-20

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE A.5

F-35 Aircraft Parking Apron - NAS JRB Fort Worth, TX

Dry during drilling; dry at completionSee Plate A.1

20.0'

B-2

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 3.

G

PJ

C M

J.

G

D T

0/

41 22 14

115 2020 4.5+ 4.5+ 2.75

0.5

100/0.125"

100/0.125"

57 19

CONCRETE, 15.25 inches thick

CRUSHED ROCK BASE, 7 inches thick SANDY CLAY, dark reddish brown, w/ iron seams, and ironstone nodules, hard

- stiff below 4'

SAND, light brown, w/ gravel, very dense

LIMESTONE, gray, very hard

- w/ shale seams and layers below 20'

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-20-03

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-3

B-53 w/ CFA

8-25-20

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE A.6

F-35 Aircraft Parking Apron - NAS JRB Fort Worth, TX

Seepage at 9' during drilling; water at 13' at completionSee Plate A.1

25.0'

B-3

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 3.

G

PJ

C M

J.

G

D T

0/

4.5+ 4.5+ 4.5+

4.5+

4.5+

0.5

35 10

ASPHALT, 2.5 inches thick CRUSHED ROCK BASE, 21.5 inches thick SANDY CLAY/CLAYEY SAND, brown, w/ gravel, calcareous nodules and calcareous deposits, hard

(FILL)

SANDY SILTY CLAY, dark brown, w/ iron stains and ironstone nodules, hard

- grades light reddish brown, w/ calcareous nodules below 8'

CLAYEY SAND, reddish brown, w/ iron seams

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-20-03

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-4

B-53 w/ CFA

8-25-20

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE A.7

F-35 Aircraft Parking Apron - NAS JRB Fort Worth, TX

Seepage at 13' during drilling; dry at completionSee Plate A.1

15.0'

B-4

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 3.

G

PJ

C M

J.

G

D T

0/

40 24

109 20504.5+

4.5+

4.0

CONCRETE, 12 inches thick SAND AND GRAVEL BASE/FILL, light brown

SILTY CLAY, light brown, w/ calcareous deposits, calcareous nodules and gravel, hard (FILL)

SANDY SILTY CLAY, reddish brown and brown, w/ ironstone nodules, calcareous nodules and gravel, very stiff to hard

SAND, light reddish brown, w/ gravel, medium dense

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-20-03

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-5

B-53 w/ CFA

8-26-20

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE A.8

F-35 Aircraft Parking Apron - NAS JRB Fort Worth, TX

Seepage at 13' during drilling; dry at completionSee Plate A.1

15.0'

B-5

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 3.

G

PJ

C M

J.

G

D T

0/

37 25

107 7090

2.0 4.5+ 4.5+

4.5+

4.5+

100/0.75"

100/0.375"

CONCRETE, 23 inches thick

SAND BASE, 8 inches thick SILTY SANDY CLAY, dark reddish brown and brown, w/ ironstone nodules and iron seams, hard

SAND, light reddish brown, w/ iron stains, dense

LIMESTONE, tan, very hard

LIMESTONE, gray, w/ shale seams, very hard

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-20-03

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-6

B-53 w/ CFA

8-26-20

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE A.9

F-35 Aircraft Parking Apron - NAS JRB Fort Worth, TX

Seepage at 13' during drilling; water at 14' at completionSee Plate A.1

25.0'

B-6

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 3.

G

PJ

C M

J.

G

D T

0/

CMJ ENGINEERING, INC. PLATE A.10

FREE SWELL TEST RESULTS

Project: F-35 Aircraft Parking Apron – NAS JRB Fort Worth, Texas

Project No.: 2701-20-03

Boring No.

Depth Interval

(ft.)

Sample

Description

Liquid Limit

Plastic Limit

Plasticity Index

Moisture Content %

Percent Swell (%) LL PL PI Initial Final

B-1 9 – 10 Sandy

Clay/Clayey Sand

35 17 18 11.5 - 0.4

B-2 4 – 5 Sandy Clay 46 15 31 14.8 20.0 2.9

B-4 7 – 8 Sandy Silty Clay 43 14 29 13.9 18.0 2.5

B-6 3 – 4 Silty Sandy Clay 37 12 26 11.1 12.3 0.2

Free swell tests performed at approximate overburden pressure

SOLUBLE SULFATE TEST RESULTS

Boring No.

Depth (ft.) Material

Soluble Sulfates (ppm)

B-1 19.5” - 2 Silty Clay <100

B-2 19.25” - 3 Sandy Clay <100

B-3 22.25” - 3 Sandy Clay <100

B-4 2 - 3 Sandy Clay/Clayey Sand <100

B-5 1 - 2 Sand & Gravel Base <100

B-6 31” - 3 Silty Sandy Clay <100

Note: Test Method TxDOT Tex 145-E.

CMJ ENGINEERING, INC. PLATE A.11

LIME SERIES TEST RESULTS

Boring No.: B-2 Depth: 19.25” to 3’

Material: Sandy Clay

Percent Lime pH

0 7.45 2 12.32 4 12.36 6 12.40 8 12.41 10 12.41

CMJ ENGINEERING, INC. PLATE A.12

41 30

115 92004.5+ 4.5+ 4.5+

4.5+

4.5+

2.0

CONCRETE, 15 inches thick SAND AND GRAVEL BASE, 2 feet thick

SILTY CLAY, dark brown, w/ calcareous nodules and ironstone nodules, hard

SILTY CLAY, brown, reddish brown and light brown, w/ iron stains, hard

SANDY CLAY, light brown, reddish brown and brown, w/ iron stains, hard

CLAYEY SAND, reddish brown and dark brown, w/ occasional gravel

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-19-02

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-1A

CME-55 w/ CFA

10-29-19

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE B.1

Pavement Replacement - NAS JRB Fort Worth, TX

Seepage at 13' during drilling; dry at completionSee Plate A.1

15.0'

B-1A

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 2.

G

PJ

C M

J.

G

D T

0/

32 22 6

123 19470 4.5+ 4.5+

4.5+

4.5+

1.0

CONCRETE, 15.5 inches thick SAND AND GRAVEL BASE, 2 feet thick

SANDY CLAY, light brown, w/ gravel and calcareous deposits, hard (fill)

SILTY CLAY, dark brown and reddish brown, w/ iron stains and calcareous nodules, hard

SANDY CLAY, reddish brown and brown, w/ iron stains, hard

CLAYEY SAND, light reddish brown R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-19-02

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-2A

CME-55 w/ CFA

10-29-19

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE B.2

Pavement Replacement - NAS JRB Fort Worth, TX

Seepage at 13' during drilling; dry at completionSee Plate A.1

15.0'

B-2A

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 2.

G

PJ

C M

J.

G

D T

0/

36 24

121 7000 4.5+ 4.5+ 4.5+

1.5

CONCRETE, 15 inches thick

ASPHALT BOND COAT

CONCRETE, 7.75 inches thick CLAYEY SAND, dark brown, 10 inches thick (fill) SANDY CLAY, reddish brown, w/ iron stains and ironstone nodules, hard

- grades light reddish brown below 4'

- stiff below 7' SAND AND GRAVEL, light reddish brown and reddish brown

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-19-02

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-3A

CME-55 w/ CFA

11-6-19

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE B.3

Pavement Replacement - NAS JRB Fort Worth, TX

Seepage at 13' during drilling; dry at completionSee Plate A.1

15.0'

B-3A

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 2.

G

PJ

C M

J.

G

D T

0/

43 31 15

121 5300 4.5+ 4.5+ 3.75

4.5+

50/2"

CONCRETE, 15 inches thick

ASPHALT BOND COAT

CONCRETE, 6.5 inches thick CLAYEY SAND, dark brown, 6 inches thick (fill) SANDY CLAY, reddish brown, w/ iron stains, very stiff to hard

- w/ gravel below 9' SAND AND GRAVEL, light brown, very dense

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-19-02

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-4A

CME-55 w/ CFA

11-6-19

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr es si on Po un ds

/S q.

F t.

Project No. Project

Completion Depth

Completion Date

Surface Elevation

Sy m bo l

PLATE B.4

Pavement Replacement - NAS JRB Fort Worth, TX

Seepage at 12' during drilling; dry at completionSee Plate A.1

15.0'

B-4A

ENGINEERING INC.

LO

G

O F

BO

R

IN

G

1-

-0 2.

G

PJ

C M

J.

G

D T

0/

46 33 17

122 9190 4.5+ 4.5+ 4.25

4.5+

1.0

CONCRETE, 15 inches thick

ASPHALT BOND COAT

CONCRETE, 5.5 inches thick CLAYEY SAND, dark brown, 4 inches thick (fill) SANDY CLAY, dark reddish brown and reddish brown, w/ iron stains, very stiff to hard

SAND, light reddish brown and brown

SAND AND GRAVEL, brown, loose to medium dense

R

EC

Pl as tic ity

In de x

Boring No.

Location

Stratum DescriptionD ep th , F t.

CMJ

2701-19-02

Water Observations

Type Sa m pl es

LOG OF BORING NO.

B-5A

CME-55 w/ CFA

11-6-19

R Q

D

Bl ow s/ Ft

. o r

Pe n

R ea di ng

T.

S.

F.

Pa ss in g

N o

Si ev e, Li qu id Li m it, Pl as tic

Li m it, M oi st ur e C on te nt

U ni t D ry

W t.

Lb s.

/C u.

F t.

U nc on fin ed C om pr…