Attach-7-Geo-Tech_Report_0001.pdf

U.S. Fish and Wildlife Service, Region 2 Job No. 2528JW076 i

TABLE OF CONTENTS

Page No.

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

5.1 Laboratory Tests

5.2 Field Tests

6.0 RECOMMENDATIONS

6.1 General

6.2 Design Considerations

6.3 Foundations

6.4 Lateral Design Criteria

6.5 Slab-on-Grade Support

6.6 Drainage

6.7 Corrosivity to Concrete

6.8 Pavements

6.8.1 Pavement Analyses

6.8.2 Pavements on Expansive Soils

7.0 EARTHWORK

7.1 General

7.2 Site Clearing

7.3 Excavation

7.4 Foundation Preparation

7.5 Interior Slab Preparation

7.6 Exterior Slab Preparation

7.7 Pavement Preparation

7.8 Materials

7.9 Placement and Compaction

7.10 Compliance

8.0 ADDITIONAL SERVICES

9.0 LIMITATIONS

10.0 CLOSURE

U.S. Fish and Wildlife Service, Region 2 Job No. 2528JW076 ii

TABLE OF CONTENTS (Continued)

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

APPENDIX A

Definition of Terminology.................................................................................................................. A-1 Method of Soil Classification ............................................................................................................. A-2 Boring Log Notes ............................................................................................................................... A-3 Boring Logs ..............................................................................................................................A-4 to A-6

APPENDIX B

Laboratory Tests ......................................................................................................................B-1 to B-7

GEOTECHNICAL EVALUATION

DORMITORY BUILDING

WILLIAMS CREEK NATIONAL FISH HATCHERY

McNARY, ARIZONA

JOB NO. 2528JW076

1.0 PURPOSE

This report contains the results of our geotechnical evaluation for the proposed Dormitory building to be located at the Williams Creek National Fish Hatchery in McNary, Arizona. The purpose of these services is to provide information and recommendations regarding:

foundation design parameters floor slab support lateral earth pressures earthwork pavement sections drainage corrosivity to concrete

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

2.0 PROJECT DESCRIPTION

Based on information provided by Mr. Jeff Johns of the U.S. Fish and Wildlife Service, the proposed project will consist of a single-story dormitory building with a plan area of 1550 square feet to be constructed at the Williams Creek National Fish Hatchery. The building will use wood frame construction with a slab-on-grade floor. Maximum wall and column loads for the structure are assumed to be 2.5 kips per linear foot and 35 kips, respectively. It is assumed that the finished floor elevation will be within approximately 3 feet of the existing site grades. An asphalt or concrete paved parking area will be included as part of the proposed development. Should any of our information or assumptions not be correct, we request that the Client notify Western Technologies (WT) immediately.

U.S. Fish and Wildlife Service, Region 2 Page 2 WT Job No. 2528JW076

3.0 SCOPE OF SERVICES

3.1 Field Exploration

Three borings were each drilled to a depth of about 21 feet below existing site grades at the approximate locations shown on the attached boring location diagram. Logs of the borings are presented in Appendix A. Subsoils encountered during drilling were examined visually and sampled at selected depth intervals.

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 Appendix A, represent our interpretation of the field logs and include modifications based on laboratory observations and tests of the field samples. The final logs describe the materials encountered, their thicknesses, 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.

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 ASTM and Arizona methods. The following tests were performed and the results are presented in Appendix B.

Water content Dry density Compression Remolded expansion Expansion index Sieve analysis Hydrometer analysis Soluble salts/sulfates/chlorides

Test results were utilized in the development of the recommendations contained in this report.

U.S. Fish and Wildlife Service, Region 2 Page 3

3.3 Analyses and Report

This geotechnical evaluation 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 required to satisfy the purpose previously described.

This report is for the exclusive purpose of providing geotechnical engineering and/or testing information and recommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the Site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. We are available to discuss the scope of such studies with you.

4.0 SITE CONDITIONS

4.1 Surface

Based on review of aerial photographs, previous site development appeared to consist of two buildings with fenced-in yards. The buildings and fences had been demolished prior to our site visit. Approximately 6 to 8 feet of fill was observed throughout most of the proposed dormitory building area, which was confirmed by a fish hatchery staff member.

The fill contained remnants of concrete debris, likely from demolition of the previous buildings. The Site is bordered on the north by undeveloped land, on the south by a fish hatchery structure, on the east by an asphalt paved drive, and on the west by trout ponds.

The ground surface exhibited a gentle slope down to the south-southwest. Site surface drainage appeared to be fair by means of sheet flow to the south-southwest. Vegetation on the Site consisted of a heavy growth of native and planted grasses, a moderate growth of oak and pine trees, and a sparse growth of bushes.

4.2 Subsurface

As presented on the boring logs, surface soils to depths ranging from about 11 to 17 feet were found to be very stiff to hard, near-high to high plasticity, Sandy to Gravelly CLAYS.

The materials underlying the surface soils and extending to the full depth of exploration consisted of either medium dense, medium plasticity Clayey SANDS with variable amounts of gravel, or very stiff, high plasticity Sandy CLAYS. The existing fill on the Site was encountered in Boring 2 to a depth of about 6 feet, and consisted of near-high

U.S. Fish and Wildlife Service, Region 2 Page 4 plasticity Gravelly CLAYS. Our records do not indicate that the fill was placed under the observation and testing of a geotechnical engineer. The logs in Appendix A show details of the subsurface conditions encountered during the field exploration.

The boring logs included in this report are indicators of subsurface conditions only at the specific location and date noted. Variations from the field conditions represented by the borings may become evident during construction. If variations appear, we should be contacted to re-evaluate our recommendations.

5.0 GEOTECHNICAL PROPERTIES

5.1 Laboratory Tests

Laboratory test results indicate that site soils located near and below anticipated shallow foundation level exhibit low compressibility at existing water contents. Low to relatively high expansion pressures develop when the water content is increased.

Near-surface soils are of near-high to high plasticity. These soils exhibit high expansion potential when recompacted, confined by loads approximating floor loads and saturated in accordance with standard Arizona test methods. Tests performed in accordance with ASTM D4829, Standard Test Method for Expansion Index of Soils, indicate moderately high to high expansion potentials for the soils tested. Slabs-on-grade supported on recompacted site soils have a high potential for heaving if the water content of the soil increases. Densification of the soil by the passage of construction equipment will increase the expansion potential of the clay/clayey soils.

5.2 Field Tests

Native subsoils located near and below anticipated shallow foundation level exhibited generally moderate to high resistance to penetration using test method ASTM D3550. The penetration resistances also exhibited some variability between test locations. This represents a potential for differential settlements within a structure supported on site soils in their existing condition.

U.S. Fish and Wildlife Service, Region 2 Page 5

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, PROJECT DESCRIPTION, and the assumption that the soil and subsurface conditions are those disclosed by the borings. 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 Design Considerations

The borings indicate the presence of clay soils on the Site. These soils will expand or swell with an increase in moisture content. Structures and related improvements situated on expansive soils could be subject to relatively large movements if the supporting soils experience an increase in moisture content. It should be understood that if moisture penetrates expansive soils, there could be some heave and resultant cracking/distress of the proposed structures and related improvements. It should be noted that shallow foundation systems are not designed to resist soil movements resulting from sewer or plumbing leaks, excessive or leaking irrigation systems, poor drainage, or water ponding near structures.

In addition, existing fill material was encountered on the Site. This fill is considered to be uncontrolled and not suitable for support of foundations, slabs-on-grade or pavements.

6.3 Foundations

If the recommendations contained in this report are followed, the proposed structure can be supported by conventional shallow spread footings bearing on a minimum thickness of 3 feet of properly compacted, imported, low expansive engineered fill material. The existing fill on the Site should not be used for support of foundations.

Alternative footing depths and design bearing capacities are presented in the following tabulation:

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Footing Depth Below Finished Grade (ft)1

Design Bearing Capacity (psf)2

2.0 2000

2.5 3 2500

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.

3 Minimum perimeter footing depth based on anticipated frost penetration and recommended bearing capacity.

We anticipate that total movement of the proposed structure, supported as recommended, should be less than 1 inch. Differential movement 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.

Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. The design bearing capacities apply to dead loads plus design live load conditions. Recommended minimum widths of column and wall footings are 24 inches and 16 inches, respectively. The bearing values given are net bearing values and the weight of the concrete in the footings may be ignored.

All footings, stem walls, and any 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 any masonry walls is recommended.

Site preparation procedures and foundation excavations should be observed by the geotechnical engineer to assess that adequate bearing conditions exist and that placement of engineered fill has been performed satisfactorily. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.

U.S. Fish and Wildlife Service, Region 2 Page 7

6.4 Lateral Design Criteria

For cantilevered walls above any free water surface with level backfill and no surcharge loads, recommended equivalent fluid pressures and coefficients of base friction for unrestrained elements are:

Active:

Undisturbed subsoil ...........................................................................................40 psf/ft Compacted granular backfill ..............................................................................30 psf/ft Clay/clayey site soils .............................................................not recommended for use

Passive:

Shallow wall footings .......................................................................................225 psf/ft Shallow column footings..................................................................................350 psf/ft

Coefficient of base friction..................................................................................... 0.35*

* The coefficient of base friction should be reduced to 0.25 when used in conjunction with passive pressure.

Where the design includes restrained elements, the following equivalent fluid pressures are recommended:

At-rest:

Undisturbed subsoil ...........................................................................................65 psf/ft Compacted granular backfill ..............................................................................55 psf/ft

These lateral earth pressures are not applicable for submerged soils. We should be consulted for additional recommendations if such conditions are to be included in the design. Any surcharge from adjacent loadings must also be considered. Walls below grade should be waterproofed.

We recommend a free-draining soil layer or manufactured geocomposite material, be constructed adjacent to the back of the retaining wall. A filter may be required between the soil backfill and drainage layer. This drainage zone should help prevent hydrostatic pressure buildup. This vertical drain should be tied into a gravity drainage system at the base of the retaining wall. It is important that all backfill be properly placed and compacted. Backfill should be mechanically compacted in layers. Flooding or jetting

U.S. Fish and Wildlife Service, Region 2 Page 8 should not be permitted. Care should be taken not to damage the walls when placing the backfill. Backfills should be inspected and tested during placement.

Fill against footings, stem walls and retaining walls should be compacted to densities specified in EARTHWORK. Medium to high plasticity clay/clayey soils should not be used as backfill against retaining walls. Compaction of each lift adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors.

Overcompaction may cause excessive lateral earth pressures which could result in wall movements.

6.5 Slab-on-Grade Support

Floor slabs should be supported on a minimum thickness of 3 feet of properly placed and compacted, imported, low expansive, engineered fill material. For design of interior slabs-on-grade, we recommend using a modulus of subgrade reaction (k) of 175 pounds per cubic inch (pci) for the on-site soils and a value of 250 pci for imported fill material.

The slab subgrade should be prepared by the procedures outlined in this report. A minimum 4-inch thick layer of base course should be provided beneath all slabs to help prevent capillary rise and a damp slab. If the expansive soils located below the engineered fill zone experience increased moisture contents, expect some slab movements to occur.

The use of vapor retarders is desirable for any slab-on-grade where the floor will be covered by products using water based adhesives, wood, impermeable floor coatings (urethane, epoxy, acrylic terrazzo, etc.) or where the floor will be in contact with moisture sensitive equipment or product. When used, the design and installation should be in accordance with the guidance provided in ACI 302.1R and 302.2R. Final determination on the use of a vapor retarder should be left to the slab designer.

All concrete placement and curing operations should follow the American Concrete Institute manual recommendations. Improper curing techniques and/or high slump (water-cement ratio) could cause excessive shrinkage, cracking or curling. The plastic properties of the concrete should be documented at the time of placement and specimens should also be prepared for strength testing to verify compliance with project specifications. Concrete slabs should be allowed to cure adequately before placing vinyl or other moisture sensitive floor covering.

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6.6 Drainage

The major cause of soil-related foundation and slab-on-ground problems is moisture increase in soils below structures. Properly functioning conventional foundations and floor slabs-on-ground require appropriately constructed and maintained site drainage conditions. Therefore, it is extremely important that positive drainage be provided during construction and maintained throughout the life of the structure. It is also important that proper planning and control of landscape and irrigation practices be performed.

Infiltration of water into utility or foundation excavations must be prevented during construction. 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. If utility line trenches are backfilled with the native clay or clayey soils, care should be taken not to over-compact the backfill. However, if the trenches are backfilled with a granular material, then a clay or concrete plug should be placed in the trench adjacent to the building to prevent water from following the trench back under the structure.

In areas where sidewalks, patios or driveways do not immediately adjoin the building, protective slopes should be provided with an outfall of about 5 percent for at least 10 feet from perimeter walls. Scuppers and drain pipes should be designed to provide drainage away from the structure for a minimum distance of 10 feet. Planters or other surface features that could retain water adjacent to the structure should be avoided if at all possible. If planters and/or landscaping are adjacent to or near the structure, there will be a greater potential for moisture infiltration, soil movement and structure distress. As a minimum, we recommend the following:

• Grades should slope away from the building.

• Planters should slope away from the structure and should not pond water. Drains should be installed in enclosed planters to facilitate flow out of the planters.

• Only shallow rooted landscaping should be used.

• Watering should be kept to a minimum. Irrigation systems should be situated on the far side of any planting and away from the building to minimize infiltration beneath foundations from possible leaks.

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• Trees should be planted no closer than a distance equal to three-quarters of their mature height or 15 feet, whichever is greater.

It should be understood that these recommendations will help minimize the potential for soil movement and resulting distress, but will not eliminate this potential.

6.7 Corrosivity to Concrete

The chemical test results indicate that the site soils are negligibly corrosive to concrete.

However, in order to be consistent with standard local practice and for reasons of material availability, we recommend that Type II portland cement be used for all concrete on and below grade.

6.8 Pavements

Based on existing subgrade conditions, the following pavement sections are recommended for the areas indicated:

Traffic Area Asphalt Concrete (in.) Base Course (in.)

Passenger car parking and drives (low traffic frequency) 3 12

Major access drives (medium traffic frequency) 4 11

Bituminous surfacing should be constructed of dense-graded, central plant-mix, asphalt concrete. Base course and asphalt concrete should conform with Navajo County specifications.

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. The native subgrade soils will soften and lose stability if subjected to conditions which result in an increase in water content.

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 concrete pavement over 4 inches of aggregate base course material is recommended.

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6.8.1 Pavement Analyses

The recommended pavement sections are based on the following conditions. This firm should be contacted if any of these conditions change so that revised recommendations can be provided, if necessary.

a. A correlated R-value of 9 for the on-site soils which corresponds to a resilient modulus of approximately 3170 pounds per square inch. Any required fills should be constructed using on-site or imported materials with subgrade support characteristics equal to or greater than the subgrade soils in the area being filled.

b. Structural coefficients of 0.40 for asphalt concrete and 0.12 for aggregate base course material.

c. A present serviceability index of 4.5, a terminal serviceability index of 2.4, an overall standard deviation of 0.35, a reliability factor of 85 percent, a drainage coefficient of 0.85, a seasonal variation factor of 3.5, and a design life of 20 years.

d. A total 18-kip equivalent single axle load (ESAL) of 50,000 for the major access drives and 25,000 for the passenger car parking areas.

6.8.2 Pavements on Expansive Soils

Pavement design methods are intended to provide an adequate thickness of structural materials over a particular subgrade such that wheel loads are reduced to a level the subgrade can support. The support characteristics of the subgrade for pavement design do not account for shrink and swell movements of an expansive clay subgrade such as the soils encountered on this project. Consequently, the pavement may be adequate from a structural standpoint, yet still experience cracking and deformation due to shrink/swell movement of the subgrade. It is therefore important to minimize moisture changes in the subgrade in order to reduce shrink/swell movements. The pavement surface, subbase surface, and adjacent areas should be well drained. Excessive watering of landscaped areas adjacent to pavements should be avoided. Proper maintenance should be performed on cracks in the pavement surface to prevent water from penetrating through to the base or subbase material.

Even with these precautions, some movement and related cracking may still occur, requiring periodic maintenance.

U.S. Fish and Wildlife Service, Region 2 Page 12

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 which 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, grading or backfilling occurs.

Although underground facilities such as septic tanks, cesspools, basements, utilities, and dry wells were not observed, such features might be encountered during construction.

These features should be demolished and removed in accordance with the recommendations of the geotechnical engineer. Any loose or disturbed soils resulting from demolition and/or removal of existing facilities should also be removed and/or recompacted as engineered fill, and any excavations should be backfilled in accordance with recommendations presented herein.

7.2 Site Clearing

Strip and remove existing vegetation, organic topsoils, debris, all existing fill, 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 the footprint. All exposed surfaces should be free of mounds and depressions which could prevent uniform compaction.

7.3 Excavation

We anticipate that excavations into the site soils for the proposed construction can be accomplished with conventional equipment. On-site soils will pump or become unworkable at high water contents. Workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with imported granular materials may be necessary. The use of lightweight excavation and compaction equipment may be required to minimize subgrade pumping.

U.S. Fish and Wildlife Service, Region 2 Page 13

7.4 Foundation Preparation

In footing areas, remove existing soils to a minimum depth of 3 feet below the bottom of the footing. Removal should extend a minimum of 1 foot beyond the footing edges.

Replace with properly compacted, imported, low expansive, engineered fill material.

7.5 Interior Slab Preparation

Slabs-on-grade should be founded on a minimum thickness of 3 feet of imported, low expansive, engineered fill material. Remove existing soils to a minimum depth of 3 feet below the bottom of the slab. Following the removal, scarify, moisten or dry as required, and compact all subgrade soils to a minimum depth of 8 inches. The subgrade preparation should be accomplished in a manner which will result in uniform water contents and densities after compaction. All subgrade preparation in the building area should extend a minimum of 5 feet beyond perimeter footings. Replace the removed soils with properly compacted, imported, low expansive, engineered fill material.

7.6 Exterior Slab Preparation

The soils on this Site have the potential to expand and shrink with changes in moisture content. In addition, frost penetration in the upper soils may cause surface heaving.

Therefore, relatively lightweight exterior concrete flatwork such as sidewalks and patios may experience movements resulting in cracking or vertical offsets. To reduce the potential for damage, we recommend:

Use of fill with low expansion potential Use of fill with low to negligible frost susceptibility Placement of effective control joints on relatively close centers Moisture-density control during placement of subgrade fills Provision for adequate drainage in areas adjoining the slabs Use of designs which allow vertical movement between the exterior slabs and adjoining structural elements

It should be understood that these recommendations will help reduce the potential for soil movement and resulting distress, but will not eliminate this potential. Furthermore, the use of municipal specifications and details may not mitigate the potential for movements of the expansive or frost susceptible on-site soils.

U.S. Fish and Wildlife Service, Region 2 Page 14

7.7 Pavement Preparation

Prior to placement of fill and/or pavement materials, the exposed subgrade soils should be proof-rolled to verify that stable subgrade conditions exist. Any loose, soft, disturbed, or otherwise unsuitable materials should be overexcavated and replaced with engineered fill. Compacted clayey subgrade soils expand when the moisture content is increased. The greatest potential for pavement distress is typically in areas where construction equipment has inadvertently densified clay subgrade soils that will heave with an increase in moisture content following construction. Therefore, pavement subgrade areas should be protected from overcompaction during site work. The subgrade should then be scarified, moistened as required, and recompacted for a minimum depth of 8 inches prior to placement of fill and pavement materials.

7.8 Materials

a. Clean on-site native soils with a maximum dimension of 6 inches or imported materials may be used as fill material for the following:

backfill (non-slab areas) landscape areas pavement areas

b. On-site soils are not recommended for use beneath foundations or as subbase fill or backfill below slabs. Imported, low expansive, engineered fill should be used in these areas.

c. Frozen soils should not be used as fill or backfill.

d. Imported engineered fill 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 .................................................................................. 40 (max)

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Maximum expansive potential (%)* ........................................................ 1.5 Maximum Liquid Limit (LL) Maximum Plasticity Index (PI) Maximum soluble sulfates (%)............................................................... 0.10

* Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 100 psf surcharge and submerged.

d. Base course should conform to the following:

Gradation (ASTM C136): percent finer by weight

1-1/2" 1"........................................................................................................ 90-100 No. 4 Sieve ........................................................................................... 38-65 No. 8 Sieve ........................................................................................... 25-60 No. 30 Sieve ......................................................................................... 10-40 No. 200 Sieve ......................................................................................... 3-12

Plasticity Index .................................................................................. 5 (max)

Fractured Face - One Face, Percent by Weight of +No. 4................50 (min)

LA Abrasion, Percent Loss by Weight:

100 Revolutions .............................................................................. 10 (max) 500 Revolutions .............................................................................. 40 (max)

7.9 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 fill lifts should not exceed 8 inches.

c. No fill should be placed over frozen ground.

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d. Materials should be compacted to the following:

Minimum Percent Material Compaction (ASTM D698)

On-site soil, reworked:

Below slabs Below pavement

On-site soil, fill:

Pavement areas Landscape areas

Imported soil, fill:

Below foundations Below slabs Below pavement

Aggregate base:

Below slabs Below pavement

Backfill:

Structural Nonstructural

e. On-site soils should be compacted with a moisture content in the range of optimum to 4 percent above optimum. Imported soils with low expansive potential and aggregate base course materials should be compacted with a moisture content in the range of 3 percent below to 3 percent above optimum.

7.10 Compliance

Recommendations for foundations and slabs-on-grade 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.

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8.0 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.

9.0 LIMITATIONS

This report has been prepared assuming the project criteria described in Section 2.0. 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, contact WT 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 borings. 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 borings, 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 until the earlier of one year from the date of issuance, a change in circumstances, or discovered variations. After expiration, no person or entity shall have any right to rely on this report without the express written authorization of WT.

10.0 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 borings, 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 warranty, express or implied, is made.

Approximate Existing Fill Limits

Approximate Test Boring Location

Not to Scale

Plate: 1Job No.: 2528JW076

Western Technologies Inc.

Boring Location Diagram

DORMITORY BUILDING

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

PLATE

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.

"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.

"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 inches 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. A double vertical line within the symbol indicates no sample recovery. A circle within the symbol indicates sample disturbance.

"SAMPLE TYPE" refers to the form of sample recovery, in which R = Ring-lined sample and G = Grab sample.

"DRY DENSITY (LBS/CU FT)" refers to the laboratory-determined dry density in pounds per cubic foot.

"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

PLATE

A-3

©81WTI

091614

CH

SC

G

R

R

R

R

R

21.6

14.0

15.3

21.1

19.6

Sandy Fat CLAY; trace gravel, black, very stiff to hard, moist to damp decreased moisture with depth color change to yellow color change to red

Clayey SAND; trace gravel, gray, medium dense, moist

Boring Stopped at 21 Feet

ELEVATION:

DE

PT

H

(FE

ET

Not Determined

DATE DRILLED:

O

F

DR

Y W

T.

SA

MP

LE

FIELD ENGINEER: C. Saline

TH

IS

S

UM

MA

RY

A

PP

LIE

S

ON

LY

A

T

TH

IS

LO

CA

TIO

N

AN

D

AT

T

HE

T

IM

E O F L

OG

GI

NG

CO

ND

ITI

ON

S

MA

Y

DI

FF

ER

A T

OT

HE

R See Location Diagram

US

CS

R-

LOCATION:

N-

LO

CA

TIO

NS

A

ND

M

AY

C

HA

NG

E A

T

TH

IS

LO

CA

TIO

N W

ITH

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A

S

IM

PL

IFI

CA

TIO

N.

BORING NO. 1

GR

AP

HI

C

CO

NT

EN

T

B-

SA

MP

LE

T

YP

E

SOIL DESCRIPTION

NOTES: Groundwater Not Encountered

EQUIPMENT TYPE: CME-75

WESTERN TECHNOLOGIES INC.

2400 Huntington Drive

Flagstaff, AZ 86004-8934

DRILLING TYPE: 7"HSA

CA-

STANDARD PENETRATION TEST

RING SAMPLE

CALIFORNIA MODIFIED SAMPLER

GRAB SAMPLE

BUCKET SAMPLE

PROJECT NO.: 2528JW076

G-

PLATE

8-15-18

DR

Y

DE

NS

ITY

(LB

S/

CU

FT

A-4

MO

IS

TU

RE

PROJECT: DORMITORY BUILDING

BORING LOG

PID

(p pm

CL

CH

G

R

R

R

R

R

19.4

13.1

16.6

53.9

Gravelly Lean CLAY (FILL), with sand, dark brown, damp

Gravelly Lean CLAY, with sand, dark brown, hard, damp

Sandy Fat CLAY; brown, very stiff, damp to wet increased moisture with depth

Boring Stopped at 21 Feet

ELEVATION:

DE

PT

H

(FE

ET

Not Determined

DATE DRILLED:

O

F

DR

Y W

T.

SA

MP

LE

FIELD ENGINEER: C. Saline

TH

IS

S

UM

MA

RY

A

PP

LIE

S

ON

LY

A

T

TH

IS

LO

CA

TIO

N

AN

D

AT

T

HE

T

IM

E O F L

OG

GI

NG

CO

ND

ITI

ON

S

MA

Y

DI

FF

ER

A T

OT

HE

R See Location Diagram

US

CS

R-

LOCATION:

N-

LO

CA

TIO

NS

A

ND

M

AY

C

HA

NG

E A

T

TH

IS

LO

CA

TIO

N W

ITH

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A

S

IM

PL

IFI

CA

TIO

N.

BORING NO. 2

GR

AP

HI

C

CO

NT

EN

T

B-

SA

MP

LE

T

YP

E

SOIL DESCRIPTION

NOTES: Groundwater Not Encountered

EQUIPMENT TYPE: CME-75

WESTERN TECHNOLOGIES INC.

2400 Huntington Drive

Flagstaff, AZ 86004-8934

DRILLING TYPE: 7"HSA

CA-

STANDARD PENETRATION TEST

RING SAMPLE

CALIFORNIA MODIFIED SAMPLER

GRAB SAMPLE

BUCKET SAMPLE

PROJECT NO.: 2528JW076

G-

PLATE

8-15-18

DR

Y

DE

NS

ITY

(LB

S/

CU

FT

A-5

MO

IS

TU

RE

PROJECT: DORMITORY BUILDING

BORING LOG

PID

(p

SC

G

R

R

R

R

R

20.6

16.6

17.8

29.1

Sandy Lean CLAY, trace to some gravel, dark brown, very stiff, moist to damp

Clayey SAND; gray, medium dense, moist to wet increased moisture with depth

Boring Stopped at 21 Feet

ELEVATION:

DE

PT

H

(FE

ET

Not Determined

DATE DRILLED:

O

F

DR

Y W

T.

SA

MP

LE

FIELD ENGINEER: C. Saline

TH

IS

S

UM

MA

RY

A

PP

LIE

S

ON

LY

A

T

TH

IS

LO

CA

TIO

N

AN

D

AT

T

HE

T

IM

E O F L

OG

GI

NG

CO

ND

ITI

ON

S

MA

Y

DI

FF

ER

A T

OT

HE

R See Location Diagram

US

CS

R-

LOCATION:

N-

LO

CA

TIO

NS

A

ND

M

AY

C

HA

NG

E A

T

TH

IS

LO

CA

TIO

N W

ITH

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A

S

IM

PL

IFI

CA

TIO

N.

BORING NO. 3

GR

AP

HI

C

CO

NT

EN

T

B-

SA

MP

LE

T

YP

E

SOIL DESCRIPTION

NOTES: Groundwater Not Encountered

EQUIPMENT TYPE: CME-75

WESTERN TECHNOLOGIES INC.

2400 Huntington Drive

Flagstaff, AZ 86004-8934

DRILLING TYPE: 7"HSA

CA-

STANDARD PENETRATION TEST

RING SAMPLE

CALIFORNIA MODIFIED SAMPLER

GRAB SAMPLE

BUCKET SAMPLE

PROJECT NO.: 2528JW076

G-

PLATE

8-15-18

DR

Y

DE

NS

ITY

(LB

S/

CU

FT

A-6

MO

IS

TU

RE

PROJECT: DORMITORY BUILDING

BORING LOG

PID

(p

FLG-Soil Properties v2.1

Boring No.

Depth (ft)

USCS

Class.

Particle Size Distribution (%) Passing by Weight

Atterberg Limits

Laboratory Compaction Characteristics

Remarks 3” ¾” #4 #10 #40 #200 2μ LL PI

Dry Density

(pcf)

Optimum Moisture

Method

1 0-5 CH 100 97 95 91 59.2 53 33 2

2 0-5 CL 100 89 71 68 66 51.6 30.4 46 26 2

3 0-5 CL 100 97 95 94 89 69.5 38.7 48 26 2

NOTE: NP = Non-plastic μ = microns (2μ = 0.002mm)

REMARKS

Classification / Particle Size / Moisture-Density Relationship

1. Visual

2. Laboratory Tested

3. Minus #200 Only

4. Test Method ASTM D698/AASHTO T99

5. Test Method ASTM D1557/AASHTO T180

6. From the ADOT Family of Curves

PROJECT: DORMITORY BUILDING

PLATE

B-1

JOB NO.: 2528JW076

SOIL PROPERTIES

FLG-Soil Properties v2.3

Boring No.

Depth (ft.)

USCS

Class.

Initial Dry

Density (pcf)

Initial Water

Content

Compression Properties Expansion Properties Plasticity Percent Passing

#200

Soluble Remarks

Surcharge (ksf)

Total Compression (%) Surcharge

(ksf) Expansion

LL PI Salts

(ppm) Sulfate (ppm)In-Situ After

Saturation

1 0-5 CH 97.5 20.3 0.1 5.7 1,2

2 0-5 CL 99.5 19.2 0.1 6.2 1,2

3 0-5 CL 97.5 20.3 0.1 6.2 1,2

Notes: Initial Dry Density and Initial Water Content are remolded.

Remarks

1. Compacted density (approx. 95% of ASTM D698 max. density at moisture content slightly below optimum.)

2. Submerged to approximate saturation.

PROJECT: DORMITORY BUILDING PLATE

B-2

JOB #: 2528JW076

FLG-Soil Properties v2.4

Boring No. Depth (ft)

USCS

Classification

Soil Properties Expansion Index Remarks

Initial Dry Density (pcf)

Molding Water Content (%)

Final Water Content (%)

Saturation

Expansion Index

2 0-5 CL 90.4 15.8 35.1 49.6 83 1,2

3 0-5 CL 89.6 16.6 36.6 51.2 104 1,3

NOTE: ASTM D4829

REMARKS:

1. Submerged to approximate saturation

2. Ring Weight = 368.0 grams

3. Ring Weight = 365.0 grams

PROJECT: DORMITORY BUILDING

PLATE

B-3JOB NO.: 2528JW076

Western Technologies - Flagstaff

Crockett Saline

2400 East Huntington

Flagstaff, AZ 86004-8934 Date Reported: 8/22/2018

Date Received: 8/20/2018

Project: 2828JW076

Soil Analysis Report

PO Number: 2528P050

Soluble Salts, Sulfate & Chloride UnitsMethod Result Levels

275ARIZ 237b SS ppmSoluble Salts

13ARIZ 733 ppmSulfate, SO4

6ARIZ 736 ppmChloride, Cl

Lab Number: 926062-2 3(0-5)

Soluble Salts, Sulfate & Chloride UnitsMethod Result Levels

605ARIZ 237b SS ppmSoluble Salts

93ARIZ 733 ppmSulfate, SO4

2ARIZ 736 ppmChloride, Cl

3540 E Corona Ave., Phoenix AZ 85040 602-454-2376 (Phone) 602-454-9243 (Fax) Page 1 of 1

Lab Number: 926062-1 2 (0-5) g.burr Typewritten text Plate B-4

COMPRESSION TEST REPORT

P e rc e n t S tr a in

2.50

2.25

2.00

1.75

1.50

1.25

1.00

0.75

0.50

0.25

0.00

Applied Pressure - ksf

0.1 1 10

Water Added

Natural Dry Dens.

LL PI

Sp. Overburden eo

Swell Press. Swell

CrSat. Moist. (pcf) Gr. (ksf) (ksf)

74.4 % 21.6 % 93.5 2.65 0.770 2.8 0.8

SANDY FAT CLAY CH

2528JW076 U.S. FISH & WILDLIFE SERVICE

DORMITORY BUILDING

B-5

MATERIAL DESCRIPTION USCS AASHTO

Project No. Client: Remarks:

Project:

Source: RING SAMPLE Depth: 2-3 FEET Sample No.: BORING 1

Western Technologies, Inc.

Flagstaff, AZ Plate e rc e n t S tr a in

2.50

2.25

2.00

1.75

1.50

1.25

1.00

0.75

0.50

0.25

0.00

Applied Pressure - ksf

0.1 1 10

Water Added

Natural Dry Dens.

LL PI

Sp. Overburden eo

Swell Press. Swell

CrSat. Moist. (pcf) Gr. (ksf) (ksf)

60.7 % 14.0 % 102.8 2.65 0.609 0.5 0.3

SANDY FAT CLAY CH

2528JW076 U.S. FISH & WILDLIFE SERVICE

DORMITORY BUILDING

B-6

MATERIAL DESCRIPTION USCS AASHTO

Project No. Client: Remarks:

Project:

Source: RING SAMPLE Depth: 5-6 FEET Sample No.: BORING 1 e rc e n t S tr a in

2.50

2.25

2.00

1.75

1.50

1.25

1.00

0.75

0.50

0.25

0.00

Applied Pressure - ksf

0.1 1 10

Water Added

Natural Dry Dens.

LL PI

Sp. Overburden eo

Swell Press. Swell

CrSat. Moist. (pcf) Gr. (ksf) (ksf)

66.9 % 20.6 % 91.1 2.65 0.816 0.4 0.5

SANDY LEAN CLAY CL

2528JW076 U.S. FISH & WILDLIFE SERVICE

DORMITORY BUILDING

B-7

MATERIAL DESCRIPTION USCS AASHTO

Project No. Client: Remarks:

Project:

Source: RING SAMPLE Depth: 5-6 FEET Sample No.:…