AMENDMENT 0004 - ATTACHMENT A - GEOTECHNICAL REPORT.pdf

GEOTECHNICAL

EVALUATION REPORT

TEMPORARY SPS TRAILER BUILDINGS

1501 San Pedro Drive SE Albuquerque, New Mexico WT Reference No. 3222JJ031

H2B INC.

Client 1225 North Loop West, Suite 800 Houston, Texas 77008 Attn: Sarah Briscoe

April 15, 2022

Jeff M. Boyd, P.E. Reviewed By: Justin M. Heinecke, P.E.

Senior Geotechnical Engineer Senior Geotechnical Engineer

H2B Inc. i Job No. 3222JJ031

TABLE OF CONTENTS

1.0 PURPOSE

2.0 PROJECT DESCRIPTION

3.0 SCOPE OF SERVICES

3.1 Field Exploration

3.2 Laboratory Analyses

3.3 Analyses and Report

4.0 SITE CONDITIONS

4.1 Surface

4.2 Subsurface

5.0 GEOTECHNICAL PROPERTIES & ANALYSIS

5.1 Laboratory Tests

6.0 RECOMMENDATIONS

6.1 General

6.2 Foundations

6.3 Lateral Design Criteria

6.4 Seismic Considerations

6.5 Drainage

6.6 Pavements

7.0 EARTHWORK

7.1 General

7.2 Site Clearing

7.3 Foundation Preparation

7.4 Pavement Preparation

7.5 Materials

7.6 Placement and Compaction

7.7 Compliance

8.0 PLAN REVIEW

9.0 ADDITIONAL SERVICES

10.0 CONSTRUCTION QUALITY CONTROL MEASURES

11.0 LIMITATIONS

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12.0 CLOSURE

BORING LOCATION DIAGRAM .......................................................................................................... Plate 1

APPENDIX A

Definition of Terminology ............................................................................................................ A‐1

Method of Classification .............................................................................................................. A‐2

Boring Log Notes .......................................................................................................................... A‐3

Boring Logs ..................................................................................................................... A‐4 and A‐5

APPENDIX B

Soil Properties ................................................................................................................. B‐1 and B‐2

GEOTECHNICAL EVALUATION

TEMPORARY SPS TRAILER BUILDINGS

1501 SAN PEDRO DRIVE SE

ALBUQUERQUE, NEW MEXICO

JOB NO. 3222JJ031

1.0 PURPOSE

This report contains the results of our geotechnical evaluation for a proposed temporary trailers. The purpose of these services is to provide information and recommendations regarding:

• Subsurface conditions • Foundation design parameters

• Lateral earth pressures • Earthwork guidelines

• Slabs‐on‐grade • Pavement sections

• Drainage • Seismic conditions

Results of the field exploration, field tests, and laboratory testing program are presented in the

Appendices.

2.0 PROJECT DESCRIPTION

Project information provided by Sarah Briscoe, the project will consist of two temporary trailers corridors, and permanent covered walkways. Should any of our information or assumptions not be correct, the Client will notify WT immediately!

3.0 SCOPE OF SERVICES

3.1 Field Exploration

Two borings were drilled to a depth of about 21.5 feet below existing site grade in the proposed building areas. The borings were at the approximate locations shown on the attached Boring Location Diagram. A field log was prepared for each boring. These logs contain visual classifications of the materials encountered during drilling as well as interpolation of the subsurface conditions between samples. Final logs, included in

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Appendix A, represent our interpretation of the field logs and may include modifications based on laboratory observations and tests of the field samples. The final logs describe the materials encountered, their thickness, and the locations where samples were obtained.

The Unified Soil Classification System was used to classify soils. The soil classification symbols appear on the boring logs and are briefly described in Appendix A. Local and regional geologic characteristics were used to estimate the seismic design criteria.

3.2 Laboratory Analyses

Laboratory analyses were performed on representative soil samples to aid in material classification and to estimate pertinent engineering properties of the on‐site soils for preparation of this report. Testing was performed in general accordance with applicable standard test methods. The following tests were performed and the results are presented in Appendix B.

• Water content • Dry Density

• Gradation • Plasticity

• Compression • Expansion

3.3 Analyses and Report

This geotechnical engineering report includes a description of the project, a discussion of the field and laboratory testing programs, a discussion of the subsurface conditions, and design recommendations as appropriate to its purpose. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site, discovery of underground storage tanks or other underground structures, or identification of contaminated or hazardous materials or conditions. If there is concern about the potential for such contamination, other studies should be undertaken. We are available to discuss the scope of such studies with you.

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4.0 SITE CONDITIONS

4.1 Surface

At the time of our exploration, the site was a landscaped area adjacent to the southeast corner of the Raymond G. Murphy VA Medical Center. The ground surface contained a thin veneer of landscape gravel, landscape features, and numerous utility ground boxes/vaults. Site drainage trended to the southeast as sheet surface flow. A photograph of the site at the time of our exploration is provided below.

View of the site from the north looking south.

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4.2 Subsurface

As presented on the Boring Logs, site soils within the depths explored consisted of loose to medium dense Clayey SAND. Near surface soils are of low plasticity. Groundwater was not encountered at the time of exploration. A detailed description of the soils encountered can be found on the boring logs in Appendix A.

5.0 GEOTECHNICAL PROPERTIES & ANALYSIS

5.1 Laboratory Tests

Laboratory test results (see Appendix B) indicate that on‐site subsoils near shallow foundation level exhibit slight compressibility at existing water contents. High amounts of additional compression occurs when the water content is increased.

Near‐surface soils are predominantly granular with low plasticity. These soils are not expected to exhibit significant shrink/swell upon changes in moisture content.

6.0 RECOMMENDATIONS

6.1 General

Recommendations contained in this report are based on our understanding of the project criteria described in Section 2.0 and the assumption that the soil and subsurface conditions are those disclosed by the explorations. Others may change the plans, final elevations, number and type of structures, foundation loads, and floor levels during design or construction. Substantially different subsurface conditions from those described herein may be encountered or become known. Any changes in the project criteria or subsurface conditions shall be brought to our attention in writing.

6.2 Foundations

If the recommendations contained in this report are followed, the proposed structures can be supported with either of the following options:

Shallow pier type foundations bearing on undisturbed native soil

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Spread footing type foundations bearing on properly compacted, engineered fill

Pier foundations may utilize a skin friction value of 500 psf along the circumference of the piers. End bearing of 3000 psf may be utilized for piers bearing at least 4 feet below lowest adjacent grade. The upper 1 diameter of the piers should be neglected in calculating the pier capacity. Piers may utilize a passive pressure of 400 psf/ft for lateral resistance. Allowance should be made for the connections between the foundation and the structures such that re‐levelling of the structure may be accomplished if the structure experiences foundation movement.

Alternatively, shallow spread‐type footings may be used to support the proposed structures. Since the on‐site soils exhibit high hydrocollapse potentials, the foundations should bear on engineered fills achieved by removal and recompaction of the soils below foundations. The depth and lateral extent of the engineered fills is presented in the

EARTHWORK section of this report. Alternative footing depths and allowable bearing capacities are presented in the following tabulation:

Footing Depth Below Finished Grade1 (ft) Allowable Bearing Capacity2 (psf)

1.53 2,500

2.0 3,000

We anticipate that differential settlement of the proposed structures, supported as recommended, should be less than ¾ inch. Additional foundation movements could occur if water from any source infiltrates the foundation soils. Therefore, proper drainage should be provided in the final design and during construction.

All footings, stem walls and masonry walls should be reinforced to reduce the potential for distress caused by differential foundation movements. The use of joints at openings or other discontinuities in masonry walls is recommended.

1 Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings.

2 Allowable bearing capacities assume fulfillment of EARTHWORK recommendations. Pounds per square foot (psf).

3 Minimum depth for frost protection of exterior footings or footings in unheated spaces.

jame.alexander Highlight

Highlight

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We recommend that the geotechnical engineer or his representative observe the footing excavations before reinforcing steel and concrete are placed. This observation is to evaluate whether the soils exposed are similar to those anticipated for support of the footings. Any soft, loose or unacceptable soils should be undercut to suitable materials and backfilled with approved fill materials or lean concrete. Soil backfill should be properly compacted.

6.3 Lateral Design Criteria

Lateral loads may be resisted by concrete interface friction and by passive resistance.

For shallow foundations bearing on (dense native soil or) properly compacted fill at this site we recommend the following lateral resistance criteria:

• Passive:

Shallow wall footings ............................................................................................ 250 psf/ft

Shallow column footings/piers ............................................................................ 400 psf/ft

• Coefficient of base friction (passive) ............................................................................. 0.30

Fill against footings and stem walls should be compacted to densities specified in

EARTHWORK. Compaction of each lift adjacent to walls should be accomplished with hand‐operated tampers or other lightweight compactors. Over‐compaction may cause excessive lateral earth pressures that could result in wall movements.

6.4 Seismic Considerations

Structures should be designed in accordance with applicable building codes. The seismic design parameters presented in the following table, in accordance with the 2015

International Building Code are applicable to the project site:

Seismic Design Parameters ‐ International Building Code 2015

Soil Site Class D

Mapped Spectral Response Acceleration at 0.2 sec period (Ss) 0.453g

Mapped Spectral Response Acceleration at 1.0 sec period (S1) 0.136g

Site Coefficient for 0.2 sec period (Fa) 1.437

Site Coefficient for 1.0 sec period (Fv) 2.255

Design Spectral Response Acceleration at 0.2 sec period (SDS) 0.434g

Design Spectral Response Acceleration at 1.0 sec period (SD1) 0.205g

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6.5 Drainage

The major cause of soil problems in this vicinity is moisture increase in soils below structures. Therefore, it is extremely important that positive drainage be provided during construction and maintained throughout the life of the structure. Infiltration of water into utility or foundation excavations must be prevented during construction.

Planters or other surface features that could retain water adjacent to the structure should not be constructed.

In areas where sidewalks or paving do not immediately adjoin the structure, protective slopes should be provided with an outfall of 5 percent for at least 10 feet from perimeter walls. Scuppers and drainpipes should be designed to provide drainage away from the structure for a minimum of 10 feet. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to minimize the possibility of moisture infiltration.

6.6 Pavements

The on‐site soils are considered as fair quality materials for support of pavements. The pavements will only be subject to pedestrian traffic and occasional maintenance vehicles. Based upon these parameters, the resulting pavement section of 2 inches of asphalt concrete over 4 inches of aggregate base course is recommended. Base course may be neglected, however horizontal shrinkage cracking of the asphalt concrete will likely occur during the pavement life and will require additional maintenance.

Due to the high static loads imposed by parked trucks in loading and unloading areas and at dumpster locations, we recommend that a rigid pavement section be considered for these areas. A minimum 6‐inch thick portland cement concrete pavement is recommended. Base course, while not required from a structural point of view, may be desirable for subdrainage.

Base course and asphalt concrete should conform to New Mexico Department of

Transportation (NMDOT) Standard Specifications for Road and Bridge Construction or City of Albuquerque Specifications. Bituminous surfacing should be constructed of dense‐ graded, central plant‐mix, asphalt concrete of an SP‐IV mix design.

JessicaSoto

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Material and compaction requirements should conform to recommendations presented under EARTHWORK. The gradient of paved surfaces should ensure positive drainage.

Water should not pond in areas directly adjoining paved sections.

Normal maintenance, including crack sealing, slurry sealing, and/or chip sealing, should be performed during the life of the pavement.

7.0 EARTHWORK

7.1 General

The conclusions contained in this report for the proposed construction are contingent upon compliance with recommendations presented in this section. Any excavating, trenching, or disturbance that occurs after completion of the earthwork must be backfilled, compacted and tested in accordance with the recommendations contained herein. It is not reasonable to rely upon our conclusions and recommendations if any future unobserved and untested trenching, earthwork activities or backfilling occurs.

If any unobserved and untested earthwork, trenching or backfilling occurs, then the conclusions and recommendations in this report may not be relied on. We recommend that Western Technologies Inc. be retained to provide services during these phases of the project. Observation and testing of all foundation excavations should be performed prior to placement of reinforcing steel and concrete to confirm that foundations are constructed on satisfactory bearing materials.

Underground utilities were observed on the site. Previously placed fill and backfill, and disturbed soils are likely to be encountered during construction. These features should be handled in accordance with the recommendations of the geotechnical engineer and/or any applicable regulatory requirements. Any loose or disturbed soils resulting from demolition should be removed or recompacted as engineered fill and any excavations should be backfilled in accordance with recommendations presented herein.

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7.2 Site Clearing

Strip and remove any existing utilities, vegetation, debris, and any other deleterious materials from the building and pavement areas. The building area is defined as that area within the building footprint plus 5 feet beyond the perimeter of that footprint. All exposed surfaces should be free of mounds and depressions that could prevent uniform compaction.

7.3 Foundation Preparation

If conventional spread foundations are used, in footing areas, remove and recompact the existing soils to a minimum depth of 4 feet below the bottom of footings or 4 feet below existing site grades, whichever is deeper. Removal and recompaction should extend a minimum of 3 feet beyond the footing edges. After removal has been accomplished, the exposed soils should be scarified, moistened or dried as required, and compacted to a minimum depth of 10 inches.

For pier foundations, specialized treatment of existing soils within foundation areas is not required. Foundation excavations should be clean and free of any loose soil or debris.

Footing excavations should be reviewed by the geotechnical engineer or his qualified representative prior to the placement of reinforcing steel or concrete.

7.4 Pavement Preparation

The subgrade should be scarified, moistened as required, and recompacted for a minimum depth of 10 inches prior to placement of fill and pavement materials.

7.5 Materials

Clean on‐site soils with low expansive potentials and maximum dimension of 6 inches or imported materials may be used as fill material for the following:

• Foundation areas

• Pavement areas

• Backfill

Frozen soils should not be used as fill or backfill.

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Imported soils should conform to the following:

• Gradation (ASTM C136): percent finer by weight

6"

4" ............................................................................................................................... 85‐100

¾” .............................................................................................................................. 70‐100

No. 4 Sieve ................................................................................................................ 50‐100

No. 200 Sieve ......................................................................................................... 30 (max)

• Maximum Plasticity Index

• Maximum soluble sulfates (%) ...................................................................................... 0.10

Base course should conform to NMDOT or City of Albuquerque Specifications.

7.6 Placement and Compaction

a. Place and compact fill in horizontal lifts, using equipment and procedures that will produce recommended water contents and densities throughout the lift.

b. Uncompacted lift thickness should not exceed 10 inches.

c. Materials should be compacted to the following:

Minimum Percent

Material Compaction (ASTM D1557)

• On‐site or imported soil, reworked and fill

• Aggregate base below pavement

• Nonstructural backfill

On‐site and imported soils should be compacted within a water content range of 3 percent below to 3 percent above optimum.

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7.7 Compliance

Recommendations for foundations, slabs‐on‐grade, and pavements supported on compacted fills or prepared subgrade depend upon compliance with the EARTHWORK recommendations. To assess compliance, observation and testing should be performed under the direction of a WT geotechnical engineer. Please contact us to provide these observation and testing services.

8.0 PLAN REVIEW

Foundation and grading plans were not available at the time of this report. WT should be retained to review the final plans to determine if they are consistent with the recommendations presented in this report. If the Client does not retain WT to review the plans and specifications, WT shall have no responsibility for the suitability of the plans for project application.

9.0 ADDITIONAL SERVICES

The recommendations provided in this report are based on the assumption that a sufficient schedule of tests and observations will be performed during construction to verify compliance.

At a minimum, these tests and observations should be comprised of the following:

Observations and testing during site preparation and earthwork, Observation of foundation excavations, and

Consultation as may be required during construction.

Retaining the geotechnical engineer who developed your report to provide construction observation is the best way to verify compliance and to help you manage the risks associated with unanticipated conditions.

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10.0 CONSTRUCTION QUALITY CONTROL MEASURES

The following construction quality control measures should be performed by a qualified WT representative:

The subsurface conditions at the site should be considered a Special Inspection element.

Special inspection of soils should include appropriate inspection and testing of subgrade preparation and placement of controlled fill materials including in‐place density, in‐place water content, and loose lift thickness. Full‐time observation of engineered fill placement is recommended.

We recommend that a qualified representative of WT be present during the earthwork and foundation construction phases of this project to confirm that our recommendations are properly implemented.

11.0 LIMITATIONS

This report has been prepared assuming the project criteria described in 2.0 PROJECT

DESCRIPTION. If changes in the project criteria occur, or if different subsurface conditions are encountered or become known, the conclusions and recommendations presented herein shall become invalid. In any such event, WT should be contacted in order to assess the effect that such variations may have on our conclusions and recommendations. If WT is not retained for the construction observation and testing services to determine compliance with this report, our professional responsibility is accordingly limited.

The recommendations presented are based entirely upon data derived from a limited number of samples obtained from widely spaced explorations. The attached logs are indicators of subsurface conditions only at the specific locations and times noted. This report assumes the uniformity of the geology and soil structure between explorations, however variations can and often do exist. Whenever any deviation, difference, or change is encountered or becomes known, WT should be contacted.

This report is for the exclusive benefit of our client alone. There are no intended third‐party beneficiaries of our contract with the client or this report, and nothing contained in the contract or this report shall create any express or implied contractual or any other relationship with, or claim or cause of action for, any third party against WT.

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This report is valid for the earlier of one year from the date of issuance, a change in circumstances, or discovered variations. After expiration, no person or entity shall rely on this report without the express written authorization of WT.

12.0 CLOSURE

We prepared this report as an aid to the designers of the proposed project. The comments, statements, recommendations and conclusions set forth in this report reflect the opinions of the authors. These opinions are based upon data obtained at the location of the explorations, and from laboratory tests. Work on your project was performed in accordance with generally accepted standards and practices utilized by professionals providing similar services in this locality. No other warranty, express or implied, is made.

Proposed Building Area

3222JJ031

TEMPORARY SPS TRAILER BUILDINGS

JOB NO.:

PLATE

NOT TO SCALE

Approximate Boring Location

BORING LOCATION DIAGRAM

PROJECT:

Created in TurboCAD LTE, (www.IMSIDesign.com)

Allowable Soil Bearing Capacity The recommended maximum contact stress developed at the interface of the foundation element and the supporting material.

Backfill A specified material placed and compacted in a confined area.

Base Course A layer of specified aggregate material placed on a subgrade or subbase.

Base Course Grade Top of base course.

Bench A horizontal surface in a sloped deposit.

Caisson/Drilled Shaft A concrete foundation element cast in a circular excavation which may have an enlarged base (or belled caisson).

Concrete Slabs‐On‐Grade A concrete surface layer cast directly upon base course, subbase or subgrade.

Crushed Rock Base Course A base course composed of crushed rock of a specified gradation.

Differential Settlement Unequal settlement between or within foundation elements of a structure.

Engineered Fill Specified soil or aggregate material placed and compacted to specified density and/or moisture conditions under observations of a representative of a soil engineer.

Existing Fill Materials deposited through the action of man prior to exploration of the site.

Existing Grade The ground surface at the time of field exploration.

Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture.

Fill Materials deposited by the actions of man.

Finished Grade The final grade created as a part of the project.

Gravel Base Course A base course composed of naturally occurring gravel with a specified gradation.

Heave Upward movement.

Native Grade The naturally occurring ground surface.

Native Soil Naturally occurring on‐site soil.

Rock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation.

Sand and Gravel Base Course A base course of sand and gravel of a specified gradation.

Sand Base Course A base course composed primarily of sand of a specified gradation.

Scarify To mechanically loosen soil or break down existing soil structure.

Settlement Downward movement.

Soil Any unconsolidated material composed of discrete solid particles, derived from the physical and/or chemical disintegration of vegetable or mineral matter, which can be separated by gentle mechanical means such as agitation in water.

Strip To remove from present location.

Subbase A layer of specified material placed to form a layer between the subgrade and base course.

Subbase Grade Top of subbase.

Subgrade Prepared native soil surface.

DEFINITION OF TERMINOLOGY

PLATE

A‐1

81WTI

091614

COARSE‐GRAINED SOILS

LESS THAN 50% FINES

FINE‐GRAINED SOILS

MORE THAN 50% FINES

GROUP

SYMBOLS

DESCRIPTION MAJOR

DIVISIONS

GROUP

SYMBOLS

DESCRIPTION MAJOR

DIVISIONS

GW

WELL‐GRADED GRAVEL OR WELL‐GRADED

GRAVEL WITH SAND, LESS THAN 5% FINES

GRAVELS

MORE THAN

HALF

OF COARSE

FRACTION

IS LARGER THAN

NO. 4

SIEVE SIZE

ML

SILT, SILT WITH SAND OR GRAVEL, SANDY SILT, OR

GRAVELLY SILT SILTS

AND

CLAYS

LIQUID LIMIT

LESS

THAN 50

GP

POORLY‐GRADED GRAVEL OR POORLY‐GRADED

GRAVEL WITH SAND, LESS THAN 5% FINES CL

LEAN CLAY OF LOW TO MEDIUM PLASTICITY,

SANDY CLAY, OR GRAVELLY CLAY

GM

SILTY GRAVEL OR SILTY GRAVEL WITH SAND,

MORE THAN 12% FINES OL

ORGANIC SILT OR ORGANIC CLAY OF LOW TO

MEDIUM PLASTICITY

GC

CLAYEY GRAVEL OR CLAYEY GRAVEL WITH

SAND, MORE THAN 12% FINES MH

ELASTIC SILT, SANDY ELASTIC SILT, OR GRAVELLY

ELASTIC SILT SILTS

AND

CLAYS

LIQUID LIMIT

MORE

THAN 50

SW

WELL‐GRADED SAND OR WELL‐GRADED SAND

WITH GRAVEL, LESS THAN 5% FINES SANDS

MORE THAN

HALF

OF COARSE

FRACTION

IS SMALLER

THAN

NO. 4

SIEVE SIZE

CH

FAT CLAY OF HIGH PLASTICITY, SANDY FAT CLAY, OR

GRAVELLY FAT CLAY

SP

POORLY‐GRADED SAND OR POORLY‐GRADED

SAND WITH GRAVEL, LESS THAN 5% FINES OH

ORGANIC SILT OR ORGANIC CLAY OF HIGH

PLASTICITY

SM

SILTY SAND OR SILTY SAND WITH GRAVEL,

MORE THAN 12% FINES

PT PEAT AND OTHER HIGHLY ORGANIC SOILS

HIGHLY

ORGANIC

SOILS SC

CLAYEY SAND OR CLAYEY SAND WITH GRAVEL,

MORE THAN 12% FINES

NOTE: Coarse‐grained soils receive dual symbols if they NOTE: Fine‐grained soils may receive dual classification contain 5% to 12% fines (e.g., SW‐SM, GP‐GC). based upon plasticity characteristics (e.g. CL‐ML).

SOIL SIZES CONSISTENCY

COMPONENT SIZE RANGE CLAYS & SILTS BLOWS PER FOOT

BOULDERS Above 12 in. VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

0 – 2 3 – 4 5 – 8 9 – 15 16 – 30

OVER 30

COBBLES 3 in. – 12 in.

GRAVEL

Coarse Fine

No. 4 – 3 in.

¾ in. – 3 in.

No. 4 – ¾ in.

SAND

Coarse

Medium Fine

No. 200 – No. 4

No. 10 – No. 4

No. 40 – No. 10 No. 200 – No. 40

RELATIVE DENSITY

SANDS & GRAVELS BLOWS PER FOOT

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

0 – 4 5 – 10 11 – 30 31 – 50 OVER 50 Fines (Silt or Clay) Below No. 200

NOTE: Only sizes smaller than three inches are used to classify soils

NOTE: Number of blows using 140‐pound hammer falling 30 inches to drive a 2‐inch‐OD

(1⅜‐inch ID) split‐barrel sampler (ASTM D1586).

PLASTICITY OF FINE GRAINED SOILS DEFINITION OF WATER CONTENT

PLASTICITY INDEX TERM DRY

SLIGHTLY DAMP

DAMP

MOIST

WET

SATURATED

1 – 7

8 – 20

Over 20

NON‐PLASTIC

LOW

MEDIUM

HIGH

METHOD OF CLASSIFICATION

A‐2

81 WTI

090414

The number shown in "BORING NO." refers to the approximate location of the same number indicated on the "Boring Location Diagram" as positioned in the field by pacing or measurement from property lines and/or existing features, or through the use of Global Positioning System (GPS) devices. The accuracy of GPS devices is somewhat variable.

"DRILLING TYPE" refers to the exploratory equipment used in the boring wherein HSA = hollow stem auger, and the dimension presented is the outside diameter of the HSA used.

"N” in “BLOW COUNTS" refers to a 2‐inch outside diameter split‐barrel sampler driven into the ground with a 140 pound drop‐ hammer dropped 30 inches repeatedly until a penetration of 18 inches is achieved or until refusal. The number of blows, or “blow count”, of the hammer is recorded for each of three 6‐inch increments totaling 18 inches. The number of blows required for advancing the sampler for the last 12 inches (2nd and 3rd increments) is defined as the Standard Penetration Test (SPT) “N”‐Value.

Refusal to penetration is considered more than 50 blows per 6 inches. (Ref. ASTM D1586).

"R" in “BLOW COUNTS" refers to a 3‐inch outside diameter ring‐lined split barrel sampler driven into the ground with a 140 pound drop‐hammer dropped 30 inches repeatedly until a penetration of 12 inch is achieved or until refusal. The number of blows required to advance the sampler 12 inches is defined as the “R” blow count. The “R” blow count requires an engineered conversion to an equivalent SPT N‐Value. Refusal to penetration is considered more than 50 blows per foot. (Ref. ASTM D3550).

“CS” in “BLOWS/FT.” refers to a 2½‐in. outside diameter California style split‐barrel sampler, lined with brass sleeves, driven into the ground with a 140‐pound hammer dropped 30 inches repeatedly until a penetration of 18 inches is achieved or until refusal.

The number of blows of the hammer is recorded for each of the three 6‐inch increments totaling 18 inches. The number of blows required for advancing the sampler for the last 12 inches (2nd and 3rd increments) is defined as the “CS” blow count. The “CS” blow count requires an engineered conversion to an equivalent SPT N‐Value. Refusal to penetration is considered more than 50 blows for a 6‐inch increment. (Ref. ASTM D 3550)

"SAMPLE TYPE" refers to the form of sample recovery, in which N = Split‐barrel sample, R = Ring‐lined sample, “CS” = California style split‐barrel sample, G = Grab sample, B = Bucket sample, C = Core sample (ex. diamond bit rock coring).

"DRY DENSITY (LBS/CU FT)" refers to the laboratory‐determined dry density in pounds per cubic foot. The symbol "NR" indicates that no sample was recovered.

"WATER (MOISTURE) CONTENT” (% of Dry Wt.) refers to the laboratory‐determined water content in percent using the standard test method ASTM D2216.

"USCS" refers to the “Unified Soil Classification System” Group Symbol for the soil type as defined by ASTM D2487 and D2488. The soils were classified visually in the field, and where appropriate, classifications were modified by visual examination of samples in the laboratory and/or by appropriate tests.

These notes and boring logs are intended for use in conjunction with the purposes of our services defined in the text. Boring log data should not be construed as part of the construction plans nor as defining construction conditions.

Boring logs depict our interpretations of subsurface conditions at the locations and on the date(s) noted. Variations in subsurface conditions and characteristics may occur between borings. Groundwater levels may fluctuate due to seasonal variations and other factors.

The stratification lines shown on the boring logs represent our interpretation of the approximate boundary between soil or rock types based upon visual field classification at the boring location. The transition between materials is approximate and may be more or less gradual than indicated.

BORING LOG NOTES

A‐3

©81WTI

091614

G

R

R

N

N

G

R

R

N

N

6.7

6.5

5.6

SC

Clayey SAND; light brown, medium dense, damp, with gravel brown, no gravel with gravel

BORING TERMINATED AT 21.5 FEET

6.7

6.5

5.6

SC

Clayey SAND; light brown, medium dense, damp, with gravel brown, no gravel with gravel

BORING TERMINATED AT 21.5 FEET

D R Y

D E N

S

IT

Y

SOIL DESCRIPTION

S A

M P L E T

Y P E

U S C

S

G R A

P H

IC

NOTES: Groundwater Not Encountered

(L B S /C

U F

T

STANDARD PENETRATION TEST

FIELD ENGINEER: S. O'Herron-Alex

BUCKET SAMPLE

N-

S A

M P L E T

Y P E

U S C

S

G R A

P H

IC

B-

See Location Diagram

C O

N T E N

T M

O

IS

T U

R E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

L O

C A

T

IO

N S A

N D

M A

Y C

H A

N G

E A

T T

H

IS

L O

C A

T

IO

N W

IT

H

T

IM

E D

A T A

P R E S E N

T E D

I S A

S

IM

P L

IF

IC

A

T

IO

N

D R Y

D E N

S

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

D E P T H

F E E T

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

B L O

W C

O U

N T S

4-1-22

O

F D

R Y

W T

S A

M P L E

T H

IS

S

U M

M A

R Y

A P P L

IE

S O

N L Y

A T T

H

IS

L O

C A

T

IO

N A

N D

A T T

H E T

IM

E O

F L

O G

G

IN

G C

O N

D

IT

IO

N

S M

A Y

D

IF

F E R A

T O

T H

E R

NOTES: Groundwater Not Encountered

(L B S /C

U F

T

STANDARD PENETRATION TEST

FIELD ENGINEER: S. O'Herron-Alex

BUCKET SAMPLE

N-

PROJECT: TEMPORARY SPS TRAILER BUILDINGS

C O

N T E N

T M

O

IS

T U

R E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

L O

C A

T

IO

N S A

N D

M A

Y C

H A

N G

E A

T T

H

IS

L O

C A

T

IO

N W

E D

A T A

P R E S E N

T E D

I S A

S

IM

P L

IF

IC

A

T

IO

N

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: TEMPORARY SPS TRAILER BUILDINGS

D E P T H

F E E T

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

B L O

W C

O U

N T S

4-1-22

O

F D

R Y

W T

S A

M P L E

T H

IS

S

U M

M A

R Y

A P P L

IE

S O

N L Y

A T T

H

IS

L O

C A

T

IO

N A

N D

A T T

H E T

IM

E O

F L

O G

G

IN

G C

O N

D

IT

IO

N

S M

A Y

D

IF

F E R A

T O

T H

E R

BORING NO. 1

PLATE

JOB NO.: 3222JJ031JOB NO.: 3222JJ031

Not DeterminedNot Determined

A-4

BORING LOG

G

R

R

N

N

G

R

R

N

N

7.0

4.0

3.4

SC

Clayey SAND; light brown, loose, damp, with gravel tan/ light brown, very loose, no gravel brown, medium dense loose, with gravel medium dense

BORING TERMINATED AT 21.5 FEET

7.0

4.0

3.4

SC

Clayey SAND; light brown, loose, damp, with gravel tan/ light brown, very loose, no gravel brown, medium dense loose, with gravel medium dense

BORING TERMINATED AT 21.5 FEET

D R Y

D E N

S

IT

Y

SOIL DESCRIPTION

S A

M P L E T

Y P E

U S C

S

G R A

P H

IC

NOTES: Groundwater Not Encountered

(L B S /C

U F

T

STANDARD PENETRATION TEST

FIELD ENGINEER: S. O'Herron-Alex

BUCKET SAMPLE

N-

S A

M P L E T

Y P E

U S C

S

G R A

P H

IC

B-

See Location Diagram

C O

N T E N

T M

O

IS

T U

R E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

L O

C A

T

IO

N S A

N D

M A

Y C

H A

N G

E A

T T

H

IS

L O

C A

T

IO

N W

E D

A T A

P R E S E N

T E D

I S A

S

IM

P L

IF

IC

A

T

IO

N

D R Y

D E N

S

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

D E P T H

F E E T

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

B L O

W C

O U

N T S

4-1-22

O

F D

R Y

W T

S A

M P L E

T H

IS

S

U M

M A

R Y

A P P L

IE

S O

N L Y

A T T

H

IS

L O

C A

T

IO

N A

N D

A T T

H E T

IM

E O

F L

O G

G

IN

G C

O N

D

IT

IO

N

S M

A Y

D

IF

F E R A

T O

T H

E R

NOTES: Groundwater Not Encountered

(L B S /C

U F

T

STANDARD PENETRATION TEST

FIELD ENGINEER: S. O'Herron-Alex

BUCKET SAMPLE

N-

PROJECT: TEMPORARY SPS TRAILER BUILDINGS

C O

N T E N

T M

O

IS

T U

R E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

L O

C A

T

IO

N S A

N D

M A

Y C

H A

N G

E A

T T

H

IS

L O

C A

T

IO

N W

E D

A T A

P R E S E N

T E D

I S A

S

IM

P L

IF

IC

A

T

IO

N

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: TEMPORARY SPS TRAILER BUILDINGS

D E P T H

F E E T

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

B L O

W C

O U

N T S

4-1-22

O

F D

R Y

W T

S A

M P L E

T H

IS

S

U M

M A

R Y

A P P L

IE

S O

N L Y

A T T

H

IS

L O

C A

T

IO

N A

N D

A T T

H E T

IM

E O

F L

O G

G

IN

G C

O N

D

IT

IO

N

S M

A Y

D

IF

F E R A

T O

T H

E R

BORING NO. 2

PLATE

JOB NO.: 3222JJ031JOB NO.: 3222JJ031

Not DeterminedNot Determined

A-5

BORING LOG

ALB‐Soil Properties v2.0

Boring No.

Depth (ft.)

USCS

Class.

Initial Dry

Density (pcf)

Initial Water Content

Compression Properties Expansion Properties Plasticity

Percent Passing #200

Soluble Sulfate (ppm)

Remarks

Surcharge (ksf)

Total Compression (%) Surcharge

(ksf) Expansion

Liquid Limit

Plasticity Index In‐Situ After

Saturation

1 5‐6 SC 90 6.5 0.5 1.2

1.0 1.5

2.0 2.2 11.7 2

4.0 14.0 2

2 5‐6 SC 91 4.0 0.5 0.7

1.0 2.0

2.0 2.5 15.9 2

4.0 15.9 2

Note: Initial Dry Density and Initial Water Content are in‐situ values unless otherwise noted.

NP = Non‐Plastic

Remarks

1. Compacted density (approx. 95% of ASTM D1557 max. density at moisture content slightly below optimum.)

2. Submerged to approximate saturation.

3. Slight rebound after saturation.

4. Sample disturbance observed.

PROJECT: Temporary SPS Trailer BLDGS

B‐1 JOB NO.: 3222JJ031

SOIL PROPERTIES

0.0010.010.1110100

3 10024

Sample Identification D D

C

%Gravel

PROJECT NO.: 3222JJ031

medium c u m

3.28 3.27

GRAIN SIZE DISTRIBUTION

5.0 ft

5.0 ft

PIPLLL C F

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

SAND

GRAIN SIZE IN MILLIMETERS

Sample Identification

100 60

SILT OR CLAY

fine

Symbol Classification

LOCATION:

%Sand %Silt %Clay

10 501/2 16 301 2006

0.204 0.203

HYDROMETER

6 60 coarse fine

SC

SC

6.2 6.3

PLATE

0.085 0.082

GRAVEL

PROJECT: TEMPORARY SPS TRAILER BLDGS

1.5 8

Clayey SAND Clayey SAND coarse

5.0 ft

5.0 ft

143/4 3/8

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

68.7 66.9

D D30

B-2

1403 4 20 40

COBBLES