Geotechnical_Report.pdf

GEOTECHNICAL INVESTIGATION REPORT

APPROXIMATELY 2.2 MILES OF WATER TRANSMISSION LINE

PHASE 2

EXTENDING FROM MORROW AVENUE

AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Prepared for:

Geoffrey S. Child, P.E.

Sunrise Engineering, Inc.

2045 South Vineyard, Suite 101 Mesa, Arizona 85210

May 7, 2020

Project 27522

GEOTECHNICAL ENGINEERING � ENVIRONMENTAL CONSULTING

CONSTRUCTION TESTING & OBSERVATION

May 7, 2020 Project 27522

Geoffrey S. Child, P.E.

Sunrise Engineering, Inc.

2045 South Vineyard, Suite 101 Mesa, Arizona 85210

RE: GEOTECHNICAL INVESTIGATION REPORT

APPROXIMATELY 2.2 MILES OF WATER TRANSMISSION LINE

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Mr. Child:

Transmitted herewith is a copy of the final report of the geotechnical investigation for the above-mentioned project. The services performed provide an evaluation at selected locations of the subsurface soil and rock conditions for the purpose of rippability recommendations for the proposed water line excavation. The materials encountered on the site are believed to be representative of the total area; however, soil and rock materials do vary in character between points of investigation. The recommendations contained in this report assume that the soil conditions do not deviate appreciably from those disclosed by the investigation. Should unusual material or conditions be encountered during construction, the soil engineer must be notified so that they may make any required supplemental recommendations.

We trust that this report will assist you in the design and construction of the proposed project.

Vann Engineering, Inc. appreciates the opportunity to provide our services on this project and looks forward to working with you during construction and on future projects. This firm possesses the capability of performing testing and inspection services during construction. Such services include, but are not limited to, compaction testing and concrete sampling. Please notify this firm if a proposal for these services is desired. Should any questions arise concerning the content of this report, please feel free to contact this office directly.

Respectfully submitted, VANN ENGINEERING, INC.

Alan J. Cuzme, MS Jeffry D. Vann PhD PE D.GE F.ASCE Geotechnical Consultant Principal Engineer

Distribution: Email to gpotter@sunrise-eng.com and jvandegraff@sunrise-eng.com

5/7/2020

GEOTECHNICAL ENGINEERING � ENVIRONMENTAL CONSULTING � CONSTRUCTION TESTING & OBSERVATION

9013 north 24th avenue, suite 7, phoenix, arizona 85021 phone: 602.943.6997 � vannengineeringinc.com

GEOTECHNICAL ENGINEERING � ENVIRONMENTAL CONSULTING � CONSTRUCTION TESTING & OBSERVATION

TABLE OF CONTENTS

TABLE OF CONTENTS

SECTION I

1.0 INTRODUCTION

1.1 Purpose

1.2 Scope of Services

1.3 Authorization

1.4 Standard of Care

2.0 PROJECT DESCRIPTION

2.1 Proposed Development

2.2 Site Description

3.0 SUBSURFACE INVESTIGATION AND LABORATORY TESTING

3.1 Subsurface Investigation

3.2 Laboratory Testing

4.0 SUBSURFACE CONDITIONS

4.1 Local Geology

4.2 Site Stratigraphy

4.3 Groundwater

5.0 RECOMMENDATIONS

5.1 Excavating Conditions

5.2 Site Classification

5.3 Maximum Contact Stresses to Maintain Zero Settlement

5.4 General Site Preparation

5.5 Trench Bedding, Haunching Material, and Initial Backfilling Material (Shading)

5.6 Final Backfill Compaction

5.7 Shrinkage

5.8 Utility Trench Backfill Settlement

6.0 ADDITIONAL SERVICES

7.0 LIMITATIONS

DEFINITION OF TERMINOLOGY

SECTION II

SITE PLAN

TEST BORING LOGS

CROSS SECTION SEISMIC SURVEY

LEGEND

TEST DRILLING EQUIPMENT & PROCEDURES

INTRODUCTION TO SEISMIC REFRACTION PRINCIPLES

SECTION III

EXPANSION TEST DATA

CLASSIFICATION TEST DATA

SECTION I

PROJECT 27522 – GEOTECHNICAL INVESTIGATION REPORT

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

1.0 INTRODUCTION

This document presents the results of a geotechnical investigation conducted by Vann Engineering, Inc. for the:

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

It is the understanding of this firm that approximately 2.2-miles of water transmission line are proposed for construction at the site. The services performed provide an evaluation at selected locations of the subsurface soil and rock conditions for the purpose of rippability, trench construction, and safety. The following aerial photograph (Figure 1) shows the site conditions, surrounding roadways, and structures.

Figure 1: Aerial photograph of the site showing the locations of the proposed waterline (blue line).

Phase 2 is west of Stockton Hill Road

1.1 Purpose

The purpose of the investigation was two-fold: 1) to determine the physical characteristics of the soil and rock underlying the site, and 2) to provide recommendations pertaining to trench construction, safety, and excavation/rippability.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

1.2 Scope of Services

The scope of services for this project includes the following:

• Description of the subject site

• Description of the major soil and rock layers

• Site Plan indicating the locations of all points of exploration

• Laboratory testing results

• Excavation cut slopes for trenches

• Excavation conditions - rippability

• Suitability of on-site soils for use as backfill

• Recommendations pertinent to pipe bedding and trench backfill criteria

• 2018 IBC Site Classification

Note: This report does not include, either specifically or by implication, any environmental assessment or exploration of the site for evidence of contamination with hazardous substances or petroleum products. If the owner is concerned about the potential for such contamination, other studies should be undertaken. We are available to discuss the scope of work of such studies with you.

1.3 Authorization

The obtaining of data from the site and the preparation of this geotechnical investigation report have been carried out according to this firm’s proposal (VE19GT0731JMM1 dated 7/31/2019), authorized by Geoffrey S. Child of Sunrise Engineering, Inc. to proceed with the work. Our efforts and report are limited to the scope and limitations set forth in the proposal.

1.4 Standard of Care

Since our investigation is based upon review of background data, observation of site materials, and engineering analysis, the conclusions and recommendations presented herein are professional opinions. Our professional services have been performed using that degree of skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. These opinions have been derived in accordance with current standards of practice and no other warranty, express or implied, is made. The limitations of this report and geotechnical issues which further explain the limitations of the information contained in this report are listed at 7.0.

2.0 PROJECT DESCRIPTION

2.1 Proposed Development

Vann Engineering, Inc. understands that a new water line is proposed, requiring excavations into the subsurface soil and rock at the above-mentioned site. Refer to the above aerial photograph and the Site Plan in Section II for the proposed location of the water transmission line. It is assumed that the proposed minimum depth of the water line is approximately 4.0 feet below the existing site grade.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

2.2 Site Description

The site consists of terrain varying from mostly flat to highly undulating. Moderate vegetation was observed in landscaped areas and native areas along the roadway. Spread fill as well as loose surface soil were encountered at various areas of the site. At the location of Test Boring 1, 10.0 feet of spread fill was encountered. The water tanks at the west end of the transmission line are situated on a significant amount of fill. As the line moves east toward Seismic Line A-B and Test Boring 7, the thickness of fill is only about 6.0 inches.

3.0 SUBSURFACE INVESTIGATION AND LABORATORY TESTING

3.1 Subsurface Investigation

The site's subsurface was explored through the utilization of twelve (12) exploratory test borings.

The locations of the test borings are shown on the Site Plan in Section II of this report and are presented as TB-1 through TB-12. These test borings allowed for examination of the subsurface profile to depths ranging from 3.5 to 13.0 feet below the existing site grade. Shallow auger refusal was encountered at 3.5 and 11.0 feet at the locations of TB-7 and TB-12, respectively.

The soils encountered were examined, visually classified and wherever applicable, sampled. A field log was prepared for each test boring. The field logs contain visual classifications of the materials encountered during drilling as well as interpolation of the subsurface conditions between samples. The final logs, included in Section II, represent our interpretation of the field logs and may include modifications based on laboratory observation and tests of the field samples. The final logs describe the materials encountered, their thicknesses, and the locations where samples were obtained. The sample locations are noted graphically on the boring logs included in Section II of this report. The Unified Soil Classification System was used to classify soils. Soil classification symbols, denoted on the boring logs, are briefly described in Section II.

In addition, the site’s subsurface was explored through the utilization of twenty-four (24) 24-channel refraction seismic survey lines, denoted on the Site Plan in Section II of this report. The seismic survey lines involved the retrieval of data in two separate directions (forward and reverse).

As such, forty-eight (48) refraction seismic surveys were conducted at the site. The length of the seismic surveys were 36.0 and 48.0 feet, thereby allowing an examination of the subsurface to depths of 12.0 and 16.0 feet below the existing site grade, respectively.

Information pertaining to the subsurface profile was obtained through analysis of seismic refraction data and geological observations of the site. Seismic wave velocities, representative of the various strata, are presented herein. Note: Changes in the calculated velocity indicate strata breaks or distinct changes within the same stratum. The important concept to remember with this method is that it is predominantly effective where velocities increase from layer to layer, moving downward from the surface. Analytical methods are used by this firm for determining the depth to the various layers, even in the most complex multi-layer situations. However, when a denser harder soil or rock layer overlies a weaker or less dense soil or rock layer, the weaker or less dense layer is masked and not detected by the seismograph. Thus, the Cross Sections presented herein may not reveal a possible weaker underlying layer within or below the depicted layers. If a weaker layer is encountered during the excavation efforts, this office should be contacted immediately for further recommendations.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Generally, the depth of a seismic survey investigation is approximately equal to one-third the length of the survey. For example, if it is desired to examine the substrata to a depth of 20.0 feet, the survey should extend a distance of 60.0 feet. However, seismic survey exploration depths, as mentioned above and depicted on the Cross Sections presented herein, are calculated by using a computer program (SeisImager 2D) that generates cross sections of the subsurface geology at each seismic survey location. Further, total exploration depths, as stated above, of the seismic survey study may vary from one survey line to the next. Furthermore, the calculated depths are dependent on the program’s ability to interpret the subsurface layering and are based primarily on the penetration and refraction of the seismic wave into and through the subsurface stratum. Thus, the actual seismic survey exploration depths were 12.0 and 16.0 feet below the existing grade, regardless of the length of the survey lines.

The materials encountered on the site are believed to be representative of the total area;

however, soil and rock materials do vary in character between points of investigation. The recommendations contained in this report assume that the soil and rock conditions do not deviate appreciably from those disclosed by the investigation. Should unusual material or conditions be encountered during construction, the soil engineer must be notified so that they may make any required supplemental recommendations.

3.2 Laboratory Testing

Laboratory analyses were performed on representative soil samples to aid in material classification and to estimate pertinent engineering properties of the site soils in preparation of this report. Testing was performed in general accordance with applicable test methods.

Representative samples obtained during the field investigation were subjected to the following laboratory analyses:

Table 1: Laboratory Testing Test Sample(s) Purpose

Sieve Analysis & Atterberg Limits Native subgrade soils (7) Soil classification and in-situ moisture content Moisture Content Native subgrade soils (7) In-situ conditions

Expansion Native subgrade soils (6) Potential for heave upon wetting

Refer to Section III of this report for the complete results of the laboratory testing. The samples will be stored for 30 days from the date of this report, and then disposed of unless otherwise instructed in writing by the client.

4.0 SUBSURFACE CONDITIONS

4.1 Local Geology

The local geology indicates a thin layer of overburden soil overlying various subsurface layers of material, which includes a rock mass comprised of basalt and rhyolite (Tb), Quaternary hillslope talus and colluvium (Qtc) and alluvial fan and terrace deposits (Qi3 and Qy2). Refer to the following geologic map which depicts the proposed location of the water transmission line and geologic layers.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Figure 2: Geologic Map

The following presents the specific geological classifications for subsurface layers encountered during this firm’s site investigation.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

4.2 Site Stratigraphy

Refer to Table 2 below for a general summary of the site soil and rock characteristics based on information obtained during this firm’s subsurface investigation. The seismic refraction survey data obtained from the site was analyzed and subjected to computer aided analyses relative to engineering applications. The seismic refraction survey data indicates the following physical and mechanical properties of the subsurface soil and rock:

Refer to the cross sections in section II for the subsurface layering determined by analysis of the seismic refraction survey data. The locations of the seismic surveys are depicted on the Site Plan in Section II.

4.3 Groundwater

No groundwater was encountered during the course of this firm’s site investigation.

5.0 RECOMMENDATIONS

The recommendations contained herein are based upon the properties of the surface and subsurface soils and rocks as described by the field evaluation, the results of which are presented and discussed in this report. Alternate recommendations may be possible and will be considered upon request.

5.1 Excavating Conditions

Excavations greater than 4.0 feet should be sloped or braced as required to provide personnel safety and satisfy local safety code regulations. In most cases across the limits of the site there is a surface soil layer overlying a potentially hard dig layer (measured in degrees of rippability denoted as “rippable,“ “marginal,” and “non-rippable”). For the uppermost soil layer, overlying the hard dig layer, a 1:1 slope must not be exceeded.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

In all cases, the surface soil layer extending downward to the potentially hard dig layer (measured in degrees of rippability denoted as “rippable,“ “marginal,” and “non-rippable”) will be susceptible to sloughing. As such appropriate measures must be incorporated in the design and construction measures to avoid mishaps associated with caving.

The potentially hard dig layer (measured in degrees of rippability denoted as “rippable,“ “marginal,” and “non-rippable”) consists of soil and rock of varied constituencies, ranging from types of caliche, terrace gravels, basalt, and rhyolite. The temporary excavation slopes for the potentially hard dig layers are presented on the following table.

The following table summarizes the seismic wave velocity, temporary excavation slopes, and possible rippability conditions for the various layers. The rippability conditions are based on the seismic P-wave velocities and data utilized by Caterpillar Inc. and included in their "Handbook of Ripping." The rippability charts from the Caterpillar Performance Handbook and excavating conditions encountered at the site, are presented below.

The subsurface soils (defined herein as Layer 1) will be susceptible to sloughing if allowed to dry significantly or stand vertically. Precautions should be observed in the field to avoid problems associated with caving.

Temporary construction slopes should be designed and excavated in strict compliance with the rules and regulations of the Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA), 29 CFR, Part 1926. This document was prepared to better ensure the safety of workers entering trenches or excavations and requires that all excavations conform to new OSHA guidelines. The contractor is solely responsible for protecting excavations by shoring, sloping, benching or other means as required to maintain stability of both the excavation sides and bottom. Vann Engineering, Inc.

does not assume any responsibility for construction site safety or the activities of the contractor.

The above recommendations apply to a maximum cut slope / trench cut height of fifteen

(15) feet.

This firm should be notified during construction in order to verify field conditions and inspect all cut slopes for structural features (e.g. shear zones, foliation, fracture orientations, joint orientations and slabbing) contained within the rock mass that could lead to slope instability and eventual slope failure. If conditions relative to the integrity and stability of the rock mass are observed during the site excavation and are noted during a site inspection, this firm may alter the above-recommended cut slopes to adhere to a more stable condition. Therefore, it is critical that all cut slope excavations be inspected at a point when; if unstable conditions are identified, mitigation measures can be implemented before large scale cuts have been performed or slope failure occurs (i.e. timely inspecting and potentially modifying the cut slope recommendations, or possibly recommending the use of rock anchors, rock netting, or retaining walls for slope stability, while the cut is not yet greater than 10 feet in height).

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Table 2: Potentially Hard Dig Equipment Performance Based on Seismic Velocity (Adapted from Caterpillar Performance Handbook)

Seismic Survey Line / Test

Boring Hard Dig Layer Description Velocity

(fps) Depth Occurrence Temporary Excavation Slope Once the Hard Dig Layer has been Encountered (H:V)

Excavating Equipment Performance

D8R/D8T, or equivalent

D9R/D9T, or equivalent

D10R/D10T, or equivalent

D11R/D11T, or equivalent

TB-1 No hard dig encountered

A-B (Tb) Basalt – Highly to moderately weathered and fractured 4454 Below depths ranging from 2.5 to 5.6 feet 1:2 Rippable Rippable Rippable Rippable

C-D

(Tb) Basalt – Highly weathered and fractured 3334 Below depths ranging from 1.0 to 2.8 feet and above depths ranging from 11.4 to 15.0 feet 1:1.5 Rippable Rippable Rippable Rippable

(Tb) Basalt – Moderately weathered and fractured 7061 Below depths ranging from 11.4 to 15.0 feet 1:3.5 Marginal Rippable Rippable Rippable

TB-7 (Tb) Basalt – Moderately weathered and fractured - Below a depth of 3.5 feet 1:2.5 Rippable Rippable Rippable Rippable

E-F (Tb) Basalt – Moderately weathered and fractured 5036 Below depths ranging from 0.5 to 3.8 feet 1:2.5 Rippable Rippable Rippable Rippable

G-H (Qtc) Unconsolidated to weakly consolidated colluvium 3328 Below depths ranging from 2.4 to 3.8 feet 1:1 Rippable Rippable Rippable Rippable

TB-2 (Qtc) Unconsolidated to weakly consolidated colluvium - Below a depth of 4.0 feet 1:1 Rippable Rippable Rippable Rippable

I-J

(Qtc) Unconsolidated to weakly consolidated colluvium 4658 Below depths ranging from 1.4 to 2.2 feet and above depths ranging from 12.1 to 14.4 feet 1:1 Rippable Rippable Rippable Rippable

(Tb) Basalt – Slightly weathered and fractured 8474 Below depths ranging from 12.1 to 14.4 feet 1:4 Non-Rippable Marginal Marginal Rippable

K-L (Qtc) Unconsolidated to weakly consolidated colluvium 3547 Below depths ranging from 1.8 to 4.2 feet 1:1 Rippable Rippable Rippable Rippable

M-N

(Qy3) Dense and moderately cemented (Class III caliche) 3833 Below depths ranging from 1.0 to 2.7 feet and above depths ranging from 9.8 to 12.4 feet 1:1.25 Rippable Rippable Rippable Rippable

(Qy3) Very dense and moderately cemented (Class V caliche) 5717 Below depths ranging from 9.8 to 12.4 feet 1:1.75 Marginal Rippable Rippable Rippable

TB-8 (Qy3) Very dense and moderately cemented (Class IV caliche) - Below a depth of 5.0 feet 1:1.5 Rippable Rippable Rippable Rippable

O-P (Qi3) Very dense alluvial fan and terrace deposits (Class V caliche) 5572 Below depths ranging from 2.4 to 4.2 feet 1:1.75 Marginal Rippable Rippable Rippable

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Seismic Survey Line / Test

Boring Hard Dig Layer Description Velocity

(fps) Depth Occurrence Temporary Excavation Slope Once the Hard Dig Layer has been Encountered (H:V)

Excavating Equipment Performance

D8R/D8T, or equivalent

D9R/D9T, or equivalent

D10R/D10T, or equivalent

D11R/D11T, or equivalent

TB-3 (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) - Below a depth of 5.0 feet 1:1.5 Rippable Rippable Rippable Rippable

Q-R (Qi3) Very dense alluvial fan and terrace deposits (Class V caliche) 5366 Below depths ranging from 3.8 to 6.1 feet 1:1.75 Marginal Rippable Rippable Rippable

S-T

(Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) 4535 Below depths ranging from 1.7 to 2.4 feet and above depths ranging from 10.0 to 12.7 feet 1:1.5 Rippable Rippable Rippable Rippable

(Tb) Rhyolite – Moderately weathered and fractured 6213 Below depths ranging from 10.0 to 12.7 feet 1:3 Marginal Rippable Rippable Rippable

TB-9 (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) - Below a depth of 5.0 feet 1:1.5 Rippable Rippable Rippable Rippable

U-V (Qi3) Dense alluvial fan and terrace deposits (Class III caliche) 3959 Below depths ranging from 1.2 to 2.4 feet 1:1.25 Rippable Rippable Rippable Rippable

W-X (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) 4959 Below depths ranging from 3.0 to 6.2 feet 1:1.5 Rippable Rippable Rippable Rippable

TB-4 (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) - Below a depth of 8.0 feet 1:1.5 Rippable Rippable Rippable Rippable

Y-Z (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) 4921 Below depths ranging from 6.4 to 7.8 feet 1:1.5 Rippable Rippable Rippable Rippable

A’-B’

(Qi3) Dense alluvial fan and terrace deposits (Class III caliche) 3852 Below depths ranging from 0.6 to 3.5 feet and above depths ranging from 8.4 to 12.2 feet 1:1.25 Rippable Rippable Rippable Rippable

(Tb) Rhyolite – Moderately weathered and fractured 6933 Below depths ranging from 8.4 to 12.2 feet 1:3 Marginal Rippable Rippable Rippable

TB-10 (Qi3) Dense alluvial fan and terrace deposits (Class IV caliche) - Below a depth of 9.0 feet 1:1.5 Rippable Rippable Rippable Rippable

C’-D’ (Qi3) Dense alluvial fan and terrace deposits (Class III caliche) 3924 Below depths ranging from 2.1 to 4.9 feet 1:1.25 Rippable Rippable Rippable Rippable

E’-F’ (Qi3) Very dense alluvial fan and terrace deposits (Class V caliche) 5115 Below depths ranging from 2.4 to 3.6 feet 1:1.75 Rippable Rippable Rippable Rippable

TB-5 (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) - Below a depth of 5.5 feet 1:1.5 Rippable Rippable Rippable Rippable

G’-H’ (Qi3) Very dense alluvial fan and terrace deposits (Class III caliche) 3585 Below depths ranging from 1.3 to 2.7 feet 1:1.25 Rippable Rippable Rippable Rippable

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Seismic Survey Line / Test

Boring Hard Dig Layer Description Velocity

(fps) Depth Occurrence Temporary Excavation Slope Once the Hard Dig Layer has been Encountered (H:V)

Excavating Equipment Performance

D8R/D8T, or equivalent

D9R/D9T, or equivalent

D10R/D10T, or equivalent

D11R/D11T, or equivalent

I’-J’ (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) 4209 Below depths ranging from 2.4 to 3.8 feet 1:1.5 Rippable Rippable Rippable Rippable

TB-11 (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) - Below a depth of 5.0 feet 1:1.5 Rippable Rippable Rippable Rippable

K’-L’ (Qy2) Very dense alluvial fan and terrace deposits (Class III caliche) 3845 Below depths ranging from 2.8 to 4.6 feet 1:1.25 Rippable Rippable Rippable Rippable

TB-12 (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) - Below a depth of 5.0 feet 1:1.5 Rippable Rippable Rippable Rippable

M’-N’ (Qi3) Very dense alluvial fan and terrace deposits (Class V caliche) 5826 Below depths ranging from 1.7 to 3.6 feet 1:1.75 Marginal Rippable Rippable Rippable

TB-6 (Qi3) Very dense alluvial fan and terrace deposits (Class IV caliche) - Below a depth of 5.0 feet 1:1.5 Rippable Rippable Rippable Rippable

O’-P’ (Qi3) Very dense alluvial fan and terrace deposits (Class III caliche) 3547 Below depths ranging from 1.5 to 2.8 feet 1:1.25 Rippable Rippable Rippable Rippable

Q’-R’ (Qy2) Very dense alluvial fan and terrace deposits (Class IV caliche) 4583 Below depths ranging from 2.5 to 3.7 feet 1:1.5 Rippable Rippable Rippable Rippable

S’-T’ (Qy2) Dense alluvial fan and terrace deposits (Class IV caliche) 4093 Below depths ranging from 2.5 to 3.5 feet 1:1.5 Rippable Rippable Rippable Rippable

U’-V’ (Qi3) Dense alluvial fan and terrace deposits (Class III caliche) 3833 Below depths ranging from 2.9 to 3.5 feet 1:1.25 Rippable Rippable Rippable Rippable

1Average calculated depth below the existing site surface at the locations of the seismic surveys. Variations on the order of 2.0 feet may be encountered in the layer depth calculations due to the variability of the materials, degrees of weathering, and orientation of the structures.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

Figure 3: D8R/D8T Rippability Figure 4: D9R/D9T Rippability

Figure 5: D10R/D10T Rippability Figure 6: D11R/D11T Rippability

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Unforeseen conditions may develop during cutting operations. If conditions arise which were not addressed by this design, it is imperative that this firm be notified such that the situation can be addressed properly. In all construction activities related to site grading, the concept of toe removal should become well understood. All slopes, whether they are natural or fill, have a toe (the lowest portion of the slope). When the toe is removed, the slope may become unstable. For purposes of construction, the entire site should be considered to exist on a slope. Any cut into the natural slope will result in the removal of the toe for the up-slope portion, resulting in the potential movement of up-slope boulders riding on the surface.

Trenches extending below 5.0 feet below construction grade will require the contractor to develop a trench safety plan to protect personnel entering the trench or trench vicinity.

The preceding table presents this firm’s analysis of safe cut slopes for the anticipated subsurface conditions. However, it should be noted that the subsurface layers), once exposed, could reveal hidden characteristics that may indicate the potential for slope instability during and after cutting operations.

5.2 Site Classification

This project is not located over any known active faults or fault associated disturbed zones. A 2018 IBC Site Classification of B may be utilized in the earthquake design.

5.3 Maximum Contact Stresses to Maintain Zero Settlement

The anticipated trench has a minimum depth of 4.0 feet. With that, the maximum contact stress of the proposed system cannot exceed that which would cause any appreciable settlement. The following table is a guide to the maximum allowable contact stress (or allowable soil bearing capacity) to maintain a relatively zero settlement condition (essentially akin to the at-rest earth pressure plus 500 psf). The values are based on a soil unit weight of 120 pcf and the thickness of the soil layer to the point of contact of the pipe at the base of the trench excavation.

Table 3: Maximum Contact Stress

Depth below the Surface Maximum Contact Stress (Allowable Bearing Capacity) to Maintain Zero Settlement

4.0 feet 480 psf

5.0 feet 600 psf

6.0 feet 720 psf

7.0 feet 840 psf

8.0 feet 960 psf

5.4 General Site Preparation

The following recommendations are presented as a guide in the compilation of construction specifications. The recommendations are not comprehensive contract documents and should not be utilized as such.

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TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Although underground facilities such as septic tanks, cesspools, basements, and dry wells were not encountered, such features might be encountered during construction. These features should be demolished or abandoned in accordance with the recommendations of the geotechnical engineer. Such measures may include use of an approved CLSM.

The bottoms of the trench excavations should expose competent soils and should be relatively dry and free of loose, soft, or disturbed soils. If questionable soils are encountered at the base of the trench excavation, their competency should be verified through probing and density testing.

Following completion of trench excavation, a minimum of 8.0 inches of the cut native surface soils should be scarified, moisture processed and compacted as specified herein. The scarification and compaction requirement applys to cut situations as well as fill situations. Soft, wet, or weak soils and deleterious materials should be subexcavated and/or overexcavated to expose competent soils.

Any excavated material may be reused as backfill provided the maximum particle size is 3.0 inches, and a suitable percentage of fines will be generated to ensure a stable mixture. Complete removal and cleaning of any undesirable materials and proper backfilling of trenches will be necessary to ensure minimal settlement.

5.5 Trench Bedding, Haunching Material, and Initial Backfilling Material (Shading)

Bedding shall consist of Select Material Type B or Aggregate Base as per MAG Table 702 (presented below for reference), or Mohave county equivalent, or granular material (Section

601.4.8 in MAG – see below) containing no pieces larger than 1-½ inches and free of broken concrete, broken pavement, wood or other deleterious material. Open graded rock will not be used without written approval from this office. Recycled asphalt also cannot be utilized as bedding.

Granular soil is defined as material for which the sum of the plasticity index and the percent of the material passing a No. 200 sieve do not exceed 23. The plasticity index shall be tested in accordance with AASHTO T-146 Method A (Wet Preparation), T-89 and T90.

Haunching material is placed between the bedding and the springline. It should be comprised of ABC material according to the above table. Initial backfilling material (shading) must also be comprised of ABC. Shading extends from the springline upward to 1.0 feet above the top of the pipe.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Figure 7: Bedding Material Specifications

5.6 Final Backfill Compaction

All backfill should be compacted to the minimum densities specified in the following table:

Table 4: Minimum Trench Compaction Densities

Backfill Type Location

From Surface to 2 feet Below

Surface

From 2 feet Below Surface to 1 foot Above

Top of Pipe

From 1 foot Above Top of

Pipe to Bottom of Trench

I

Under any existing or proposed pavement, curb, gutter, sidewalk, or such construction included in the contract, or when any part of the trench excavation is within 2 feet of the above.

100% for granular 95% for non-granular

95% 95%

II

On any utility easement street, road, or alley right-of-way outside limits of backfill Type 1.

85% 85% 90%

III Around any structures or exposed utilities outside limits of backfill Type 1.

95% in all cases

All backfill should be placed in horizontal lifts with compacted thicknesses not to exceed one foot. The moisture content of all final backfill soil should be within the range of optimum -2 to optimum +2 percent. Water settling shall not be used to settle such materials in any part of the trench.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

5.7 Shrinkage

For balancing grading plans, the estimated shrink of on-site soils has been provided below. The calculated shrink assumes oversized material will be processed and used on the project (i.e.

oversized material will be crushed and used in engineered fill). Assuming the average degree of compaction will approximate 97 percent of the standard maximum density, the approximate shrinkage of the reworked on-site soils are as follows:

Table 5: Shrinkage

Material Estimated Shrinkage (Based on ASTM D698A)

Native Undisturbed Soil 12% ± 3

The above value does not consider losses due to erosion, waste, variance of on-site soils, over-excavation, re-compaction of zones disturbed by demolition, previous site usage or the screening of oversized particles and/or debris. In other words, additional factors can and will create situations where seemingly balanced grading and drainage plans do not balance during construction.

5.8 Utility Trench Backfill Settlement

If backfills are not compacted as recommended, excessive settlement may result. Excessive settlement of loose trench backfill may cause damage to overlying and nearby pavements, slabs, pedestrian walkways, planters, and other structures.

Flooding has also been experienced in below grade areas due to breakage of utility lines embedded in loose retaining wall backfills, and from infiltration of surface water (irrigation and/or rainfall) through loose retaining wall backfills. Backfills may consist of compacted native soils.

Backfill compaction should be accomplished by mechanical methods. Water jetting or flooding of loose, dumped backfills to increase moisture contents should be prohibited.

Even with proper backfill compaction (well compacted – 95 percent minimum), the backfill will have the potential for about 1.2 inches of settlement (for 10.0 feet of total backfill) in the event of wetting by irrigation or broken conduits. With moderately compacted backfill (90 percent minimum), the magnitude of backfill settlement may approach 3.0 inches (for 10.0 feet of total backfill). Further, with poorly compacted backfill (85 percent minimum), the approximate magnitude of backfill settlement may reach as much as 6.0 inches (for 10.0 feet of total backfill).

The preceding estimates for backfill settlement are those which may occur through settlement of the backfill alone, without any surcharge or other structural loading condition. Refer to the following table which reflects the anticipated settlement without any structural loads.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

KINGMAN, ARIZONA

Table 6: Backfill Settlement Backfill Types Anticipated Settlement without any Structural Loads (in.)

% Compaction Description

Estimated Strain

2.5 feet of backfill

5.0 feet of backfill

7.5 feet of backfill

10.0 feet of backfill

12.5 feet of backfill

15.0 feet of backfill

95-98 Very Well Compacted 0.5 0.15 0.3 0.45 0.6 0.75 0.9

95 Well Compacted 1 0.3 0.6 0.9 1.2 1.5 1.8

90 Moderately Compacted 2.5 0.75 1.5 2.25 3.0 3.75 4.5

85 Poorly Compacted 5 1.5 3.0 4.5 6.0 7.5 9.0

80 Very Poorly Compacted 7.5 2.25 4.5 6.75 9.0 11.25 13.5

6.0 ADDITIONAL SERVICES

Vann Engineering, Inc. should be retained to provide documentation that the recommendations presented herein are met. This firm possesses the capability of performing testing and inspection services during the course of construction. Such services include, but are not limited to, compaction testing and concrete sampling and testing. Please notify this firm if a proposal for these services is desired.

The recommendations contained in this report are contingent on Vann Engineering, Inc. observing and/or monitoring:

A. Suitability of borrow materials B. Backfilling and compaction of excavations (e.g. Utility trench backfill) C. Concrete sampling and testing for footings, stem walls and floor slabs D. Compliance with the geotechnical recommendations

7.0 LIMITATIONS

The materials encountered on the site are believed to be representative of the total area; however, soil and rock materials do vary in character between points of investigation. The recommendations contained in this report assume that the soil conditions do not deviate appreciably from those disclosed by the investigation. Should unusual material or conditions be encountered during construction, the soil engineer must be notified so that they may make any required supplemental recommendations.

This report is not intended as a bidding document, and any contractor reviewing this report must draw their own conclusions regarding specific construction techniques to be used on this project.

The scope of services carried out by this firm does not include an evaluation pertaining to environmental issues. If these services are required by the lender, we would be most pleased to discuss the varying degrees of environmental site assessments.

This report is issued with the understanding that it is the responsibility of the owner to see that its provisions are carried out or brought to the attention of those concerned. In the event that any changes to the proposed project are planned, the conclusions and recommendations contained in this report shall be reviewed and the report shall be modified or supplemented, as necessary.

PHASE 2

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

Relative to this firm’s involvement with the project during the course of construction, we offer the following recommendations:

1. The site or development owner should be directly responsible for the selection of the geotechnical consultant to provide testing and observation services during the course of construction.

2. This firm should be contracted by the owner to provide the course of construction testing and observation services for this project, as we are most familiar with the interpretation of the methodology followed herein.

3. All parties concerned should understand that there exists a priority surrounding the testing and observation services completed at the site.

DEFINITION OF TERMINOLOGY

Allowable Soil Bearing Capacity Allowable Foundation Pressure

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

Aggregate Base Course (ABC) A sand and gravel mixture of specified gradation, used for slab and pavement support.

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

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

Base Course Grade Top of base course.

Bench A horizontal surface in a sloped deposit.

Caisson A concrete foundation element cased in a circular excavation, which may have an enlarged base. Sometimes referred to as a cast-in-place pier.

Concrete Slabs-on-Grade A concrete surface layer cast directly upon a base, subbase, or subgrade.

Controlled Compacted Fill Engineered Fill. Specific material placed and compacted to specified density and/or moisture conditions under observation of a representative of a soil engineer.

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

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

Expansive Potential The potential of a soil to increase in volume due to the absorption of moisture.

Fill Materials deposited by the action of man.

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

Heave Upward movement due to expansion or frost action.

Native Grade The naturally occurring ground surface.

Native Soil Naturally occurring on-site soil.

Overexcavate Lateral extent of subexcavation.

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.

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

Settlement Downward movement of the soil mass and structure due to vertical loading.

Soil Any unconsolidated material composed of disintegrated 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 between the subgrade and base course.

Subexcavate Vertical zone of soil removal and recompaction required for adequate foundation or slab support

Subgrade Prepared native soil surface.

SECTION II

SITE PLAN - PROJECT 27522

PHASE 2

TO THE MAIN TANKS OFF OF ANSON SMITH ROAD

EXTENDING FROM MORROW AVENUE AND STOCKTON HILL ROAD

2-2-2 (4)

FILL, slightly damp, 5% cobbles, 45% gravel, 40% sand, 5% silt and clay, poorly graded, subangular coarse-grained particles, loose, non-plastic, non-cemented dark to medium-brown, 25% gavel, 65% sand, 10% silt and clay below 2.0 feet

10% cobbles, 45% gravel, 35% sand, 10% silt and clay, PI of 0-3 below 4.0 feet

Discontinued test boring at 10.0 feet.

GB

SPT

DATE STARTED 4/21/20 COMPLETED 4/21/20 GROUND ELEVATION

DRILLING CONTRACTOR VEI

DRILLING METHOD 4.5 Inch Continuous Flight Auger

LOGGED BY JA

HOLE SIZE 4.5 inches

CHECKED BY JDV

NOTES

B

LO

W C

O U

N T

S (N

V A

LU

E

D E

P T

H (f t)

0.0

2.5

5.0

7.5

10.0

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION REMARKS

S A

M P

LE

T

Y P

E N

U M

B E

R

MOISTURE (%)

5 10 15 20 250 30

PLASTICITY INDEX

9 18 27 36 450 54

SPT N VALUE

10 20 30 40 500 60

TEST BORING 1

CLIENT Sunrise Engineering

PROJECT NUMBER 27522

PROJECT NAME Water Transmission Line Phase 2

PROJECT LOCATION Kingman, Arizona

T hi s bo rin g lo g is c on si de re d in va lid if d et ac he d fr om th e or ig in al r ep or t.

T hi s re po rt is n ot in te nd ed a s a bi dd in g do cu m en t.

Vann Engineering, Inc.

9013 North 24th Avenue, Suite 7 Phoenix, Arizona 85021 www.vannengineering.com

19-50/5"

SPREAD FILL (6") medium-brown, damp, 5% cobbles, 45% gravel, 40% sand, 5% silt and clay, poorly graded, subangular coarse-grained particles, medium dense, PI of 0-3, non-cemented (SC) CLAYEY SAND, with gravel, damp, 15% gravel, 50% sand, 35% silt and clay, poorly graded, subangular coarse-grained particles, medium dense, PI of 16, non-cemented 10% gravel, 65% sand, 25% silt and clay, PI of 10 below 2.0 feet

(QTC) QUATERNARY HILLSLOPE TALUS AND

COLLUVIUM, unconsolidated to weakly consolidated very poorly sorted angular rock, slightly damp, 5% cobbles, 40% gravel, 35% sand, 20% silt and clay, poorly graded, subangular coarse-grained particles, very dense, PI of 4-7, weak cementation

Discontinued test boring at 10.0 feet.

GB

GB

SPT

DATE STARTED 4/21/20 COMPLETED 4/21/20 GROUND ELEVATION

DRILLING CONTRACTOR VEI

DRILLING METHOD 4.5 Inch Continuous Flight Auger

LOGGED BY JA

HOLE SIZE 4.5 inches

CHECKED BY JDV

NOTES

B

LO

W C

O U

N T

S (N

V A

LU

E

D E

P T

H (f t)

0.0

2.5

5.0

7.5

10.0

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION REMARKS

S A

M P

LE

T

Y P

E N

U M

B E

R

MOISTURE (%)

5 10 15 20 250 30

PLASTICITY INDEX

9 18 27 36 450 54

SPT N VALUE

10 20 30 40 500 60

TEST BORING 2

CLIENT Sunrise Engineering

PROJECT NUMBER 27522

PROJECT NAME Water Transmission Line Phase 2

PROJECT LOCATION Kingman, Arizona

T hi s bo rin g lo g is c on si de re d in va lid if d et ac he d fr om th e or ig in al r ep or t.

T hi s re po rt is n ot in te nd ed a s a bi dd in g do cu m en t.

Vann Engineering, Inc.

9013 North 24th Avenue, Suite 7 Phoenix, Arizona 85021 www.vannengineering.com

12-50/4"

(SC) CLAYEY SAND, some gravel, medium-brown, damp, 10% gravel, 45% sand, 45% silt and clay, poorly graded, subangular coarse-grained particles, medium dense, PI of 11, non-cemented

(Qi3) INTERMEDIATE ALLUVIAL FAN AND TERRACE DEPOSITS, whitish-tan, slightly damp, 50% gravel, 40% sand, 10% silt and clay, poorly graded, subangular coarse-grained particles, very dense, PI of 0-3, medium cementation (CLASS IV CALICHE)

Discontinued test boring at 10.0 feet.

GB

SPT

DATE STARTED 4/21/20 COMPLETED 4/21/20 GROUND ELEVATION

DRILLING CONTRACTOR VEI

DRILLING METHOD 4.5 Inch Continuous Flight Auger

LOGGED BY JA

HOLE SIZE 4.5 inches

CHECKED BY JDV

NOTES

B

LO

W C

O U

N T

S (N

V A

LU

E

D E

P T

H (f t)

0.0

2.5

5.0

7.5

10.0

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION REMARKS

S A

M P

LE

T

Y P

E N

U M

B E

R

MOISTURE (%)

5 10 15 20 250 30

PLASTICITY INDEX

9 18 27 36 450 54

SPT N VALUE

10 20 30 40 500 60

TEST BORING 3

CLIENT Sunrise Engineering

PROJECT NUMBER 27522

PROJECT NAME Water Transmission Line Phase 2

PROJECT LOCATION Kingman, Arizona

T hi s bo rin g lo g is c on si de re d in va lid if d et ac he d fr om th e or ig in al r ep or t.

T hi s re po rt is n ot in te nd ed a s a bi dd in g do cu m en t.

Vann Engineering, Inc.

9013 North 24th Avenue, Suite 7 Phoenix, Arizona 85021 www.vannengineering.com

13-16-19 (35)

SPREAD FILL (8") slightly damp, 10% gravel, 45% sand, 45% silt and clay, poorly graded, subangular to subrounded coarse-grained particles, medium dense, PI of 14, non-cemented (SC) SILTY SANDY CLAY, some gravel, medium-brown, slightly damp, 10% gravel, 45% sand, 45% silt and clay, poorly graded, subangular coarse-grained particles, medium dense, PI of 13, non-cemented

(GP) SANDY GRAVEL, slightly damp, 50% gravel, 40% sand, 10% silt and clay, poorly graded, subangular to subrounded coarse-grained particles, dense, PI of 0-3, non-cemented

(Qi3) INTERMEDIATE ALLUVIAL FAN AND TERRACE DEPOSITS, whitish-tan, slightly damp, 50% gravel, 40% sand, 10% silt and clay, poorly graded, subangular coarse-grained particles, very dense, PI of 0-3, medium cementation (CLASS IV CALICHE)

Discontinued test boring at 10.0 feet.

GB

SPT

DATE STARTED 4/21/20 COMPLETED 4/21/20 GROUND ELEVATION

DRILLING CONTRACTOR VEI

DRILLING METHOD 4.5 Inch Continuous Flight Auger

LOGGED BY JA

HOLE SIZE 4.5 inches

CHECKED BY JDV

NOTES

B

LO

W C

O U

N T

S (N

V A

LU

E

D E

P T

H (f t)

0.0

2.5

5.0

7.5

10.0

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION REMARKS

S A

M P

LE

T

Y P

E N

U M

B E

R

MOISTURE (%)

5 10 15 20 250 30

PLASTICITY INDEX

9 18 27 36 450 54

SPT N VALUE

10 20 30 40 500 60

TEST BORING 4

CLIENT Sunrise Engineering

PROJECT NUMBER 27522

PROJECT NAME Water Transmission Line Phase 2

PROJECT LOCATION Kingman, Arizona

T hi s bo rin g lo g is c on si de re d in va lid if d et ac he d fr om th e or ig in al r ep or t.

T hi s re po rt is n ot in te nd ed a s a bi dd in g do cu m en t.

Vann Engineering, Inc.

9013 North 24th Avenue, Suite 7 Phoenix, Arizona 85021

8-16-34 (50)

(SC) GRAVELLY CLAYEY SAND, dark-brown, damp, 20% gravel, 45% sand, 35% silt and clay, poorly graded, subangular to subrounded coarse-grained particles, medium dense, PI of 10, non-cemented

(Qi3) INTERMEDIATE ALLUVIAL FAN AND TERRACE DEPOSITS, whitish-tan, slightly damp, 20% gravel, 50% sand, 30% silt and clay, poorly graded, subangular coarse-grained particles, very dense, PI of 8, medium cementation (CLASS IV CALICHE)

Discontinued test boring at 10.0 feet.

GB

SPT

DATE STARTED 4/21/20 COMPLETED 4/21/20 GROUND ELEVATION

DRILLING CONTRACTOR VEI

DRILLING METHOD 4.5 Inch Continuous Flight Auger

LOGGED BY JA

HOLE SIZE 4.5 inches

CHECKED BY JDV

NOTES

B

LO

W C

O U

N T

S (N

V A

LU

E

D E

P T

H (f t)

0.0

2.5

5.0

7.5

10.0

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION REMARKS

S A

M P

LE

T

Y P

E N

U M

B E

R

MOISTURE (%)

5 10 15 20 250 30

PLASTICITY INDEX

9 18 27 36 450 54

SPT N VALUE

10 20 30 40 500 60

TEST BORING 5

CLIENT Sunrise Engineering

PROJECT NUMBER 27522

PROJECT NAME Water Transmission Line Phase 2

PROJECT LOCATION Kingman, Arizona

T hi s bo rin g lo g is c on si de re d in va lid if d et ac he d fr om th e or ig in al r ep or t.

T hi s re po rt is n ot in te nd ed a s a bi dd in g do cu m en t.

Vann Engineering, Inc.

9013 North 24th Avenue, Suite 7 Phoenix, Arizona 85021

14-29-39 (68)

SPREAD FILL (10") damp, 10% cobbles, 20% gravel, 45% sand, 25% silt and clay, poorly graded, subangular coarse-grained particles, medium dense, PI of 10-12, non-cemented (SC) GRAVELLY CLAYEY SAND, medium-brown, damp, 20% gravel, 55% sand, 25% silt and clay, poorly graded, subangular coarse-grained particles, medium dense, PI of 7, non-cemented

(Qi3) INTERMEDIATE ALLUVIAL FAN AND TERRACE DEPOSITS, whitish-tan, slightly damp, 20% gravel, 50% sand, 30% silt and clay, poorly graded, subangular coarse-grained particles, very dense, PI of 8, medium cementation (CLASS IV CALICHE)

Discontinued test boring at 10.0 feet.

GB

SPT

DATE STARTED 4/21/20 COMPLETED 4/21/20 GROUND ELEVATION

DRILLING CONTRACTOR VEI

DRILLING METHOD 4.5 Inch Continuous Flight Auger

LOGGED BY JA

HOLE SIZE 4.5 inches

CHECKED BY JDV

NOTES

B

LO

W C

O U

N T

S (N

V A

LU

E

D E

P T

H (f t)

0.0

2.5

5.0

7.5

10.0

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION REMARKS

S A

M P

LE

T

Y P

E N

U M

B E

R

MOISTURE…