Tucson_CMOP_Geotech_South_Parking_Lot_Nov-2024.pdf

Addendum No. 1 to Geotechnical Evaluation Southern Arizona Veteran Affairs Medical Center

Consolidated Mail Outpatient Pharmacy 3675 East Britannia Drive

Tucson, Arizona

H2B Engineers, Inc.

1225 North Loop West, Suite 800 | Houston, Texas 77008

November 7, 2024 | Project No. 607004001

Geotechnical | Environmental | Construction Inspection & Testing | Forensic Engineering & Expert Witness

Geophysics | Engineering Geology | Laboratory Testing | Industrial Hygiene | Occupational Safety | Air Quality | GIS

3970 South Evans Boulevard | Tucson, Arizona 85714 | p. 520.577.7600 | www.ninyoandmoore.com

Addendum No. 1 to Geotechnical Evaluation Southern Arizona Veteran Affairs Medical Center Consolidated Mail Outpatient Pharmacy 3675 East Britannia Drive Tucson, Arizona

Mr. Greg Gordon, S.E., P.E.

H2B Engineers, Inc.

1225 North Loop West, Suite 800 | Houston, Texas 77008

November 7, 2024 | Project No. 607004001

MJK/SDN/tlp

Marek J. Kasztalski, PE Principal Engineer

Fred F. Narcaroti Principal/Tucson Office Manager

/7/

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024 i

CONTENTS

1 INTRODUCTION 1

2 SCOPE OF SERVICES 1

3 SITE DESCRIPTION 2

4 PROPOSED CONSTRUCTION 2

5 FIELD EXPLORATION AND LABORATORY TESTING 2

6 SUBSURFACE CONDITIONS 3

6.1 AC Pavement 3

6.2 Undocumented Fill 3

6.3 Alluvium 3

7 CONCLUSIONS 3

8 RECOMMENDATIONS 4

8.1 Earthwork 4

8.1.1 Site Preparation 4

8.1.2 Excavations for Pier Foundations 4

8.2 Foundations 4

8.3 Corrosion 5

8.4 Concrete 5

9 LIMITATIONS 6

10 REFERENCES 8

FIGURE

1 – 2024 Boring Locations

APPENDICES

A – Boring Log B – Laboratory Testing

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024 1

1 INTRODUCTION

In accordance with our proposal dated September 18, 2024, and your authorization, we have performed a geotechnical evaluation for the design and construction of the new solar parking lot canopies adjacent to the Veteran’s Affairs Consolidated Mail Outpatient Pharmacy (COMP) site in Tucson, Arizona. In 2021, Ninyo & Moore performed a geotechnical evaluation for the CMOP facility, and prepared a geotechnical evaluation report dated November 24. We understand that new parking lot canopies are planned that were not part of the 2021 project. The purpose of this current evaluation was to assess the subsurface conditions at the new canopy locations in order to provide geotechnical recommendations for their foundation design and construction. This

Addendum No. 1 presents the results of our current evaluation and geotechnical conclusions and recommendations for the new canopies. Other conclusions and recommendations provided in our 2021 report do apply, where not in conflict with those presented in this addendum. For brevity, the background review sections are not included in this addendum. This Addendum

No. 1 shall be considered an integral part of the 2021 geotechnical evaluation report.

2 SCOPE OF SERVICES

The scope of our services for this phase of the project generally included:

• Reviewing in-house pertinent background data including in-house geotechnical and soils data.

• Reviewing project design documentation provided by others.

• Conducting a visual reconnaissance of the project area and marking out the boring locations.

• Notifying Arizona 811 of the proposed exploration locations prior to conducting our field work.

• Drilling, logging, and sampling four exploratory soil boring to an approximate depth of 20 feet below ground surface (bgs). The boring logs are presented in Appendix A.

• Performing laboratory tests on selected samples collected from our boring to evaluate the in-situ moisture content and dry density, gradation, Atterberg limits, consolidation, and corrosivity characteristics (including pH, minimum electrical resistivity, and soluble sulfate and chloride contents). The results of the laboratory tests are included in Appendix B.

• Preparing this report presenting our findings, conclusions, and recommendations regarding the proposed design and construction.

Our scope of services did not include environmental consulting services such as hazardous waste sampling or analytical testing at the site. A detailed scope of services and estimated fee for such services can be provided upon request.

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024 2

3 SITE DESCRIPTION

The project site is located at 3675 East Britannia Drive in Tucson, Arizona. The new canopies will be located within or near the existing asphaltic concrete (AC) paved parking lot situated south of the existing CMOP, as well as on a currently undeveloped parcel south of

3675 East Britannia Drive.

4 PROPOSED CONSTRUCTION

We have reviewed the project plans entitled Install Covered Parking Solar PV Systems, 95%

Construction Documents, dated 11/08/2024, prepared by Spur Design, LLC. The dead loads were not provided; however, the live loads on the roof were defined as being 20 pounds per square foot (psf). Drawing Number SB101 Canopy Foundation Plan presents structural cross-sections for single and double canopies. The foundation system was defined as consisting of 24-inch diameter reinforced concrete piers with 10 feet minimum embedment.

5 FIELD EXPLORATION AND LABORATORY TESTING

On October 15th, 2024, Ninyo & Moore conducted a subsurface exploration in order to evaluate the subsurface conditions and to collect soil samples for laboratory testing. Our evaluation consisted of drilling, logging, and sampling of four exploratory borings using a CME 75 truck mounted drill rig equipped with hollow-stem augers (Figure 1). The borings, denoted as

B-1 through B-4, extended to an approximate depth of 20 feet bgs. Bulk and relatively undisturbed soil samples were collected at selected depth intervals in our borings.

Ninyo & Moore personnel logged the borings in general accordance with the Unified Soil

Classification System and ASTM International (ASTM) test method D2488 by observing cuttings and drive samples. Collected ring samples were trimmed in the field, wrapped in plastic bags, and placed in cylindrical plastic containers to retain in-place moisture conditions. Similarly, Standard Penetration Test and bulk samples were sealed in plastic bags to retain their approximate in-place moisture. Detailed descriptions of the soils encountered are presented on the boring logs in Appendix A.

The soil samples collected from our exploratory activities were transported to the Ninyo & Moore laboratory in Tucson, Arizona for geotechnical laboratory testing. The testing included in-situ moisture content and dry density, gradation, Atterberg limits, consolidation, and corrosivity characteristics (including pH, minimum electrical resistivity, and soluble sulfate and chloride contents). The results of the in-situ moisture content and dry density testing are presented on

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024 3 the boring logs in Appendix A, and a description of each laboratory test method and the remainder of the test results is presented in Appendix B.

6 SUBSURFACE CONDITIONS

The boring logs contains our field and laboratory test results, as well as our interpretation of conditions believed to exist between actual samples retrieved. Therefore, these boring logs contains both factual and interpretive information. Lines delineating subsurface strata on the boring logs are intended to group soils having similar engineering properties and characteristics.

They should be considered approximate, as the actual transition between soil types (strata) may be gradual. Detailed stratigraphic information as well as a key to the soil symbols and terms used on the boring logs are provided in Appendix A.

6.1 AC Pavement

AC pavement, approximately 3 inches in thickness, was encountered at the surface of our borings B-1 and B-2. Aggregate base course was not encountered below the AC layer.

6.2 Undocumented Fill

Undocumented fill soils were encountered at the surface of our borings B-3 and B-4 and extended to an approximate depth of 3 feet below existing grade. In general, the fill consisted of very dense clayey sand with variable percentages of gravel.

6.3 Alluvium

Native alluvial deposits were encountered below the AC pavement in our borings B-1 and B-2 and below the uncontrolled fill soils in our borings B-3 and B-4 and extended to the boring termination depths. In general, the alluvium varied in relative density from medium dense to very dense and consisted of clayey sand with variable percentages of gravel and zones of carbonate

(caliche) cementation in our boring.

7 CONCLUSIONS

Based on the results of our subsurface evaluation, laboratory testing, and data analysis, the proposed construction is feasible from a geotechnical standpoint, provided the recommendations of this report are incorporated into the design of the project, as appropriate.

Geotechnical considerations include the following:

• The site soils can generally be excavated or ripped using heavy-duty earthmoving or excavation equipment. However, zones of gravel and carbonate cementation should be anticipated, which may result in difficult and/or slower excavation rates.

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024 4

• Soils of variable relative densities encountered near the ground surface in our boring may be compressible upon saturation.

• The restroom solar canopies may be supported on drilled pier foundations as described in this Addendum No. 1.

• Corrosivity test results indicate that on-site soils are corrosive to ferrous materials and the sulfate content of the soils presents a negligible sulfate exposure to concrete.

8 RECOMMENDATIONS

The following sections present our geotechnical recommendations for the project design and construction. If the proposed construction is changed from that discussed in this report, Ninyo & Moore should be contacted for additional recommendations.

8.1 Earthwork

The following sections provide our earthwork recommendations for this project. In general, the earthwork specifications contained in the Pima Association of Governments (PAG) Standard

Specifications for Public Improvements (Standard Specifications) are expected to apply unless specifically noted.

8.1.1 Site Preparation

Refer to the Ninyo & Moore 2021 report.

8.1.2 Excavations for Pier Foundations

Our evaluation of the excavation characteristics of the on-site soils is based on the results of our exploratory boring, site observations, and experience with similar soils. Although, the site soils can generally be excavated or ripped using heavy-duty earthmoving or excavation equipment, zones of gravel and carbonate cementation may be encountered and may result in difficult and/or slower excavation rates.

Following the excavation, the bottom of each pier hole should be cleared of drilling/excavation spoils and slough material. Prior to the steel re-bar cage installation, each hole should be inspected and approved of, by the geotechnical consultant.

8.2 Foundations

For any shallow foundation (spread or continuous footings) geotechnical design recommendations, please refer to our 2021 geotechnical report.

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024 5

Concrete pier foundations as defined in Section 4 Project Description above may be designed using the allowable net bearing pressure of 2,500 psf for static conditions. The allowable soil bearing pressure may be increased by one-third when considering total loads including loads of short duration such as wind or seismic forces.

Total and differential settlement of 1/2-inch and 1/4-inch between adjacent piers, may occur.

These settlement estimates are based on the estimated loading conditions, the available soil boring information, and our experience with similar soils. These settlements are contingent on the recommendations provided in Section 8.1.2 of this addendum.

8.3 Corrosion

The corrosion potential of the on-site materials was analyzed to evaluate its potential effect on the foundations and structures. Corrosion potential was evaluated using the results of laboratory testing of a soil sample obtained during our subsurface evaluation that was considered representative of soils at the subject site.

Laboratory testing consisted of pH, minimum electrical resistivity, and chloride and soluble sulfate contents. The pH and minimum electrical resistivity tests were performed in general accordance with Arizona Test 236c, while sulfate and chloride tests were performed in accordance with Arizona Test 733 and 736, respectively. The results of the corrosivity tests are presented in Appendix B.

The soil pH value of the tested samples varied between 7.9 and 8.1, which is considered to be alkaline. The minimum electrical resistivity measured in the laboratory ranges between 1,005 and 2,480 ohm-cm, which is considered to be corrosive to ferrous metals. The chloride content of the samples tested ranged between 12 and 380 parts per million (ppm), which is also considered to represent a corrosive environment to ferrous metals. The soluble sulfate content of the soil samples tested varied between 0.010 and 0.065 percent by weight, which is considered to represent negligible sulfate exposure for concrete.

The results of the laboratory testing indicate that the on-site materials are corrosive to ferrous materials. A corrosion specialist should be consulted for further recommendations.

8.4 Concrete

Laboratory chemical tests performed on soil samples indicated sulfate content of approximately

0.010 to 0.065 percent by weight. Based on American Concrete Institute (ACI), the on-site soils should be considered to represent negligible sulfate exposure to concrete.

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024 6

We recommend the use of Type II cement for construction of concrete structures at this site.

Due to potential uncertainties as to the use of reclaimed irrigation water, or topsoil that may contain higher sulfate contents, pozzolan or admixtures designed to increase sulfate resistance may be considered.

The concrete should have a water-cementitious materials ratio of no more than 0.50 by weight for normal weight aggregate concrete. The structural engineer should select the concrete design strength based on the project specific loading conditions. Higher strength concrete may be selected for increased durability and resistance to slab curling and shrinkage cracking.

We recommend that concrete cover over reinforcing steel for foundations be in accordance with the recommendations of the structural engineer. The structural engineer should be consulted for additional concrete specifications.

9 LIMITATIONS

The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding the conclusions, recommendations, and opinions presented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered during construction. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation will be performed upon request. Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of structural issues, environmental concerns, or the presence of hazardous materials.

This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo & Moore should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document.

This report is intended for design purposes only. It does not provide sufficient data to prepare an accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant perform an independent evaluation of the subsurface conditions in the project areas. The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing.

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024 7

Our conclusions, recommendations, and opinions are based on an analysis of the observed site conditions. If geotechnical conditions different from those described in this report are encountered, our office should be notified and additional recommendations, if warranted, will be provided upon request. It should be understood that the conditions of a site could change with time as a result of natural processes or the activities of man at the subject site or nearby sites.

In addition, changes to the applicable laws, regulations, codes, and standards of practice may occur due to government action or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo &

Moore has no control.

This report is intended exclusively for use by the client. Any use or reuse of the findings, conclusions, and/or recommendations of this report by parties other than the client is undertaken at said parties’ sole risk.

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024 8

10 REFERENCES

American Concrete Institute, Guidelines for Concrete Floor and Slab Construction (ACI 302.1R).

American Concrete Institute, Guidelines for Residential Cast-in-Place Concrete Construction

(ACI 332R).

Ninyo & Moore, In-house proprietary information.

Pima Association of Governments (PAG) Standard Specifications for Public Improvements.

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024

Appendix A

Photographic Documentation

FIGURE

FIGURE 1

2024 BORING LOCATIONS

Geotechnical & Environmental Sciences Consultants e lt fil e n o b lm

607004001 | 11/24

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

TUCSON, ARIZONA

NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE.

0 150

FEET

NN Source: NAVTEQ, 11/02/22.

B-2B-1

B-4

B-3

LEGEND

Boring Location (2024)B-4

EAST BRITANNIA DRIVEEAST BRITANNIA DRIVE

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EAST DESERT WALK LANE

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Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024

APPENDIX A

Boring Logs

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024

APPENDIX A

BORING LOGS

Field Procedure for the Collection of Disturbed Samples Disturbed soil samples were obtained in the field using the following methods.

Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory borings.

The samples were bagged and transported to the laboratory for testing.

The Standard Penetration Test (SPT) Sampler Disturbed drive samples of earth materials were obtained by means of a Standard Penetration Test sampler. The sampler is composed of a split barrel with an external diameter of 2 inches and an unlined internal diameter of 1-3/8 inches. The sampler was driven into the ground 12 to 18 inches with a 140-pound hammer falling freely from a height of 30 inches in general accordance with ASTM D 1586. The blow counts were recorded for every 6 inches of penetration; the blow counts reported on the log are those for the last 12 inches of penetration. Soil samples were observed and removed from the sampler, bagged, sealed and transported to the laboratory for testing.

Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the following methods.

The Modified Split-Barrel Drive Sampler The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sample barrel was driven into the ground with the weight of a hammer or the Kelly bar of the drill rig in general accordance with ASTM D 3550. The driving weight was permitted to fall freely. The approximate length of the fall, the weight of the hammer or bar, and the number of blows per foot of driving are presented on the boring log as an index to the relative resistance of the materials sampled. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing.

ASTM D 2488

COARSE-

SOILS

more than

50% retained on No. 200 sieve

GRAVEL

more than

50% of coarse fraction retained on No. 4 sieve

CLEAN GRAVEL GW well-graded GRAVEL

GP poorly graded GRAVEL

GRAVEL with

DUAL

CLASSIFICATIONS

GW-GM well-graded GRAVEL with silt

GP-GM poorly graded GRAVEL with silt

GW-GC well-graded GRAVEL with clay

GP-GC poorly graded GRAVEL with

GRAVEL with

FINES

more than

GM silty GRAVEL

GC clayey GRAVEL

GC-GM silty, clayey GRAVEL

50% or more of coarse fraction passes

No. 4 sieve

CLEAN SAND SW well-graded SAND

SP poorly graded SAND

SAND with

DUAL

CLASSIFICATIONS

SW-SM well-graded SAND with silt

SP-SM poorly graded SAND with silt

SW-SC well-graded SAND with clay

SP-SC poorly graded SAND with clay

SAND with FINES more than

SM silty SAND

SC clayey SAND

SC-SM silty, clayey SAND

SOILS

50% or more passes No. 200 sieve

CLAY

liquid limit less than 50%

INORGANIC

CL lean CLAY

ML SILT

CL-ML silty CLAY

ORGANIC

OL (PI > 4) organic CLAY

OL (PI < 4) organic SILT

CLAY

liquid limit

50% or more

INORGANIC

CH fat CLAY

MH elastic SILT

ORGANIC

OH (plots on or above “A”-line) organic CLAY

OH (plots below “A”-line) organic SILT

Highly Organic Soils PT Peat

Very Loose < 4 < 8 < 3 < 5

Loose 5 - 10 9 - 21 4 - 7 6 - 14

Medium Dense 11 - 30 22 - 63 8 - 20 15 - 42

Dense 31 - 50 64 - 105 21 - 33 43 - 70

Very Dense > 50 > 105 > 33 > 70

Very Soft < 2 < 3 < 1 < 2

Soft 2 - 4 3 - 5 1 - 3 2 - 3

Firm 5 - 8 6 - 10 4 - 5 4 - 6

9 - 15 11 - 20 6 - 10 7 - 13

16 - 30 21 - 39 11 - 20 14 - 26

Hard > 30 > 39 > 20 > 26

0 10

20 30 40 50 60 70 80 90 100

CL - ML

Boulders > 12” > 12” Larger than basketball-sized

Cobbles 3 - 12” 3 - 12” Fist-sized to basketball-sized

Gravel

Coarse 3/4 - 3” 3/4 - 3” Thumb-sized to

Fine #4 - 3/4” 0.19 - 0.75” Pea-sized to thumb-sized

Sand

Coarse #10 - #4 0.079 - 0.19” Rock-salt-sized to pea-sized

Medium #40 - #10 0.017 - 0.079” Sugar-sized to rock-salt-sized

Fine #200 - #40 0.0029 - 0.017”

Flour-sized to sugar-sized

Fines Passing #200 < 0.0029” Flour-sized and smaller

SM

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BORING LOG EXPLANATION SHEET

BORING LOG

50/5"

13.6

13.6

11.9

99.7

95.7

102.5

SC

ASPHALT CONCRETE: Approximately 3 inches thick.

ALLUVIUM:

Light brown, dry, medium dense, clayey SAND; few gravel; moderately cemented.

Dense.

Medium dense.

Very dense.

Dense.

FIGURE A- 1

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DESCRIPTION/INTERPRETATION

DATE DRILLED 10/15/24 BORING NO. B-1

GROUND ELEVATION 2,626' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-75, 8" Diameter Hollow-Stem Auger (GSI)

DRIVE WEIGHT 140 lbs. (Automatic Trip Hammer) DROP 30"

SAMPLED BY TM LOGGED BY TM REVIEWED BY SDN

Total Depth = 20 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 10/15/24 shortly after completion of drilling.

Notes:

Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report.

The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents.

FIGURE A- 2

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DESCRIPTION/INTERPRETATION

DATE DRILLED 10/15/24 BORING NO. B-1

GROUND ELEVATION 2,626' ± (MSL) SHEET 2 OF

METHOD OF DRILLING CME-75, 8" Diameter Hollow-Stem Auger (GSI)

DRIVE WEIGHT 140 lbs. (Automatic Trip Hammer) DROP 30"

50/5"

14.0

16.1

98.5

93.6

SC

ASPHALT CONCRETE: Approximately 3 inches thick.

ALLUVIUM:

Light brown, dry, dense, clayey SAND with gravel; weakly cemented.

Medium dense.

Very dense.

Strongly cemented.

FIGURE A- 3

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DESCRIPTION/INTERPRETATION

DATE DRILLED 10/14/24 BORING NO. B-2

GROUND ELEVATION 2,628' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-75, 8" Diameter Hollow-Stem Auger (GSI)

DRIVE WEIGHT 140 lbs. (Automatic Trip Hammer) DROP 30"

Total Depth = 20 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 10/14/24 shortly after completion of drilling.

Notes:

Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report.

The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents.

FIGURE A- 4

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DESCRIPTION/INTERPRETATION

DATE DRILLED 10/14/24 BORING NO. B-2

GROUND ELEVATION 2,628' ± (MSL) SHEET 2 OF

METHOD OF DRILLING CME-75, 8" Diameter Hollow-Stem Auger (GSI)

DRIVE WEIGHT 140 lbs. (Automatic Trip Hammer) DROP 30"

94/10"

50/6"

50/4"

50/3"

7.2

7.8

92.8

94.4

SC

SC

FILL:

Light brown, dry, very dense, clayey SAND; few to little gravel.

ALLUVIUM:

Light brown, dry, very dense, clayey SAND; few to little gravel; strongly cemented.

Dense.

Very dense.

Total Depth = 18.3 feet.

Groundwater not encountered during drilling.

Backfilled on 10/15/24 shortly after completion of drilling.

Notes:

FIGURE A- 5

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DESCRIPTION/INTERPRETATION

DATE DRILLED 10/15/24 BORING NO. B-3

GROUND ELEVATION 2,626' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-75, 8" Diameter Hollow-Stem Auger (GSI)

DRIVE WEIGHT 140 lbs. (Automatic Trip Hammer) DROP 30"

Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report.

The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents.

FIGURE A- 6

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M P

L E

S D ri v e n

B L O

W S

/F O

O T

M O

IS

T

U R

E

D R

Y D

E N

S

IT

Y

P C

F

S Y

M B

O L

C L A

S S

IF

IC

A T

IO

N

U .S

.C .S

DESCRIPTION/INTERPRETATION

DATE DRILLED 10/15/24 BORING NO. B-3

GROUND ELEVATION 2,626' ± (MSL) SHEET 2 OF

METHOD OF DRILLING CME-75, 8" Diameter Hollow-Stem Auger (GSI)

DRIVE WEIGHT 140 lbs. (Automatic Trip Hammer) DROP 30"

90/9"

77/10"

50/3"

90/9"

50/2"

7.6

5.0

92.5

99.00

SC

SC

FILL:

Light brown, dry, very dense, clayey SAND with gravel.

ALLUVIUM:

Light brown, dry, dense, clayey SAND with gravel; strongly cemented.

Very dense.

Total Depth = 18.6 feet.

Groundwater not encountered during drilling.

Backfilled on 10/15/24 shortly after completion of drilling.

FIGURE A- 7

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

TUCSON, ARIZONA

607004001 | 11/24

D E

P T

H fe e t)

B u lk

S A

M P

L E

S D ri v e n

B L O

W S

/F O

O T

M O

IS

T

U R

E

D R

Y D

E N

S

IT

Y

P C

F

S Y

M B

O L

C L A

S S

IF

IC

A T

IO

N

U .S

.C .S

DESCRIPTION/INTERPRETATION

DATE DRILLED 10/15/24 BORING NO. B-4

GROUND ELEVATION 2,626' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-75, 8" Diameter Hollow-Stem Auger (GSI)

DRIVE WEIGHT 140 lbs. (Automatic Trip Hammer) DROP 30"

Notes:

Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report.

The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents.

FIGURE A- 8

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

TUCSON, ARIZONA

607004001 | 11/24

D E

P T

H fe e t)

B u lk

S A

M P

L E

S D ri v e n

B L O

W S

/F O

O T

M O

IS

T

U R

E

D R

Y D

E N

S

IT

Y

P C

F

S Y

M B

O L

C L A

S S

IF

IC

A T

IO

N

U .S

.C .S

DESCRIPTION/INTERPRETATION

DATE DRILLED 10/15/24 BORING NO. B-4

GROUND ELEVATION 2,626' ± (MSL) SHEET 2 OF

METHOD OF DRILLING CME-75, 8" Diameter Hollow-Stem Auger (GSI)

DRIVE WEIGHT 140 lbs. (Automatic Trip Hammer) DROP 30"

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024

APPENDIX B

Laboratory Testing

Ninyo & Moore | VA Consolidated Mail Outpatient Pharmacy, Tucson, Arizona | 607004001 | November 7, 2024

APPENDIX B

LABORATORY TESTING

Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on the log of the exploratory borings in Appendix A.

In-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the exploratory borings were evaluated in general accordance with ASTM D2937. The test results are presented on the logs of the exploratory borings in Appendix A.

Gradation Analysis Gradation analysis test was performed on selected representative soil samples in general accordance with ASTM D422. The grain-size distribution curves are shown on Figures B-1 through B-4. These test results were utilized in evaluating the soil classifications in accordance with the USCS.

Atterberg Limits Tests were performed on a selected representative fine-grained soil sample to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D4318. These test results were utilized to evaluate the soil classification in accordance with the USCS. The test results and classifications are shown on Figure B-5.

Consolidation Tests Consolidation tests were performed on selected relatively undisturbed soil samples in general accordance with ASTM D2435. The samples were inundated during testing to represent adverse field conditions. The percent of consolidation for each load cycle was recorded as a ratio of the amount of vertical compression to the original height of the samples. The results of the tests are summarized on Figures B-6 and B-7.

Soil Corrosivity Tests Soil pH and resistivity tests were performed on representative samples in general accordance with Arizona Test Method 236c. The soluble sulfate and chloride content of the samples were evaluated in general accordance with Arizona Test Method 733 and Arizona Test Method 736, respectively. The test results are presented on Figure B-8.

Coarse Fine Coarse Medium SILT CLAY

3" 2" 3/4" 4 10 30 50

PERFORMED IN GENERAL ACCORDANCE WITH ASTM C136 / D422

11/24607004001

Depth (ft)

D30

Fine

Sample Location

D10

16 2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

Liquid Limit

-1/2" 1

B-1 0.3-5.0 43 20

D60

SC0.21 -- -- 48.0

Passing No. 200

(percent) Cc

TUCSON, ARIZONA

Cu

B-1FIGURE

GRADATION TEST RESULTS

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

23 --

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.00010.0010.010.1110100

PE

R

C

EN

T

FI

N

ER

B Y

W

EI

G H

T

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE NUMBERS HYDROMETER

PERFORMED IN GENERAL ACCORDANCE WITH ASTM C136 / D422

11/24607004001

Depth (ft)

D30

Fine

Sample Location

D10

16 2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

Liquid Limit

-1/2" 1

B-2 0.3-5.0 36 22

D60

SC1.34 -- -- 30.0

Passing No. 200

(percent) Cc

TUCSON, ARIZONA

0.074

Cu

B-2FIGURE

GRADATION TEST RESULTS

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

14 --

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.00010.0010.010.1110100

PE

R

C

EN

T

FI

N

ER

B Y

W

EI

G H

T

PERFORMED IN GENERAL ACCORDANCE WITH ASTM C136 / D422

11/24607004001

Depth (ft)

D30

Fine

Sample Location

D10

16 2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

Liquid Limit

-1/2" 1

B-3 0.0-5.0 45 20

D60

SC0.40 -- -- 40.0

Passing No. 200

(percent) Cc

TUCSON, ARIZONA

Cu

B-3FIGURE

GRADATION TEST RESULTS

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

25 --

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.00010.0010.010.1110100

PE

R

C

EN

T

FI

N

ER

B Y

W

EI

G H

T

PERFORMED IN GENERAL ACCORDANCE WITH ASTM C136 / D422

11/24607004001

Depth (ft)

D30

Fine

Sample Location

D10

16 2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

Liquid Limit

-1/2" 1

B-4 0.0-5.0 30 20

D60

SC0.87 -- -- 26.0

Passing No. 200

(percent) Cc

TUCSON, ARIZONA

0.118

Cu

B-4FIGURE

GRADATION TEST RESULTS

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

10 --

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.00010.0010.010.1110100

PE

R

C

EN

T

FI

N

ER

B Y

W

EI

G H

T

PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318

ATTERBERG LIMITS TEST RESULTS

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

TUCSON, ARIZONA

11/24607004001

B-1

CL

22B-2

B-3

B-4

USCS

(Fraction Finer Than

PLASTICITY

INDEX

CLASSIFICATION

CL

0.0-5.0

0.0-5.0

360.3-5.0

SC

SC

SC

USCS

No. 40 Sieve)

CL

CL

SC

SYMBOL LOCATION DEPTH (ft) LIQUID

LIMIT

PLASTIC

LIMIT

0.3-5.0

CH or OH

CL or OL MH or OH

ML or OLCL - ML

0 10 20 30 40 50 60 70 80 90 100 110 120

PL

AS

TI

C

IT

Y

IN

D

EX

, P

I

LIQUID LIMIT, LL

FIGURE B-5

Seating Cycle Sample Location B-1 Loading Prior to Inundation Depth (ft) 1.0-2.5 Loading After Inundation Soil Type SC Rebound Cycle

PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435

CONSOLIDATION TEST RESULTS

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

TUCSON, ARIZONA

B-6FIGURE

11/24607004001

-4.0

-3.0

-2.0

-1.0

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0

21.0

22.0

23.0

24.0

0.1 1.0 10.0 100.0

C O

N

SO

LI

D

AT

IO

N

IN

P

ER

C

EN

T O

F

SA

M

PL

E

TH

IC

KN

ES

S

XP

AN

SI

O

N

STRESS IN KIPS PER SQUARE FOOT

Seating Cycle Sample Location B-2 Loading Prior to Inundation Depth (ft) 1.0-2.5 Loading After Inundation Soil Type SC Rebound Cycle

PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435

CONSOLIDATION TEST RESULTS

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

TUCSON, ARIZONA

B-7FIGURE

11/24607004001

-4.0

-3.0

-2.0

-1.0

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0

21.0

22.0

23.0

24.0

0.1 1.0 10.0 100.0

C O

N

SO

LI

D

AT

IO

N

IN

P

ER

C

EN

T O

F

SA

M

PL

E

TH

IC

KN

ES

S

XP

AN

SI

O

N

STRESS IN KIPS PER SQUARE FOOT

1 PERFORMED IN GENERAL ACCORDANCE WITH ARIZONA TEST METHOD 236c

2 PERFORMED IN GENERAL ACCORDANCE WITH ARIZONA TEST METHOD 733

3 PERFORMED IN GENERAL ACCORDANCE WITH ARIZONA TEST METHOD 736

1008.1

0.065

0.010

RESISTIVITY 1

(Ohm-cm)

SULFATE CONTENT 2

(ppm) (%)

1,475

2,480

1,005 650

SAMPLE

LOCATION

SAMPLE DEPTH

(ft) pH 1

CHLORIDE

CONTENT 3

(ppm)

B-1 0.3-5.0 110 0.0117.9 12

0.0-5.0

0.0-5.0

B-3

B-4

8.1

CORROSIVITY TEST RESULTS

VA CONSOLIDATED MAIL OUTPATIENT PHARMACY

TUCSON, ARIZONA

11/24607004001

B-8FIGURE

3. Description

3. Description

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