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

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

Pavement Evaluation Cotton Lane Improvements

Goodyear, Arizona

AZTEC Engineering 501 North 44th Street, Suite 301 | Phoenix, Arizona 85008

January 31, 2024 | Project No. 607589001

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

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

3202 East Harbour Drive | Phoenix, Arizona 85034 | p. 602.243.1600 | www.ninyoandmoore.com

Pavement Evaluation Cotton Lane Improvements Goodyear, Arizona

Mr. Jack Fleming, PE AZTEC Engineering 501 North 44th Street, Suite 301 | Phoenix, Arizona 85008

January 31, 2024 | Project No. 607589001

Kenneth Rush, III, PE Senior Engineer

Steven D. Nowaczyk, PE Managing Principal Engineer

KR/SDN/tlp

1/3 1/2

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 i

CONTENTS

1 INTRODUCTION 1

2 SCOPE OF SERVICES 1

3 SITE DESCRIPTION 2

4 AERIAL PHOTOGRAPH REVIEW 2

5 PROPOSED CONSTRUCTION 3

6 FIELD EXPLORATION AND LABORATORY TESTING 3

6.1 Soil Borings 3

6.2 Laboratory Testing 5

7 SUBSURFACE CONDITIONS 5

7.1 AC Pavement 5

7.2 Alluvium 6

8 EXISTING PAVEMENT CHECK 6

8.1 Design R-value 6

8.2 Traffic Volumes and Growth Rates 7

8.3 Resilient Modulus 7

8.4 Drainage Coefficient 7

8.5 Serviceability 8

8.6 Flexible Pavement – Standard Deviation and Level of Reliability 8

8.7 Pavement Evaluation Summary 8

9 LIMITATIONS 8

10 REFERENCES 10

TABLES

1 – Summary of Aerial Photograph Review 2

2 – Pavement Core (PC) and Boring Locations 4

3 – Summary of Existing AC Pavement and AB 5

4 – Cotton Lane Existing R-Value Summary 6

5 – Traffic Loading Information 7

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 ii

FIGURES

1 – Site Location 2 – Exploration Locations

APPENDICES

A – Boring Logs B – Laboratory Testing C – Pavement Core Photographs

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 1

1 INTRODUCTION

In accordance with scope of work dated June 13, 2023 and your authorization, we have performed a pavement evaluation for the Cotton Lane Improvements project in Goodyear, Arizona. The purpose of our evaluation was to assess the existing pavement and subgrade conditions in order to check if the existing pavement meets the requirement related to City of Goodyear (COG)

Standard Detail G-3216 for a major arterial.. This report presents the results of our pavement evaluation and our geotechnical conclusions and recommendations regarding the existing pavement. A separate geotechnical evaluation was provided on June 13, 2023 which; includes new pavement design recommendations for the other elements of the project.

2 SCOPE OF SERVICES

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

• Obtaining permits from the COG to conduct the field work.

• Arranging for appropriate traffic control services to be implemented during our field work activities.

• Marking out the boring locations at the project site and notifying Arizona 811 of the boring locations prior to drilling.

• Obtaining cores of the existing asphalt pavement at 10 boring locations using an electronic core machine and performing a visual evaluation of the existing pavement. Photographs of the pavement cores (PC) are included in Appendix C.

• Drilling, logging, and sampling 10 exploratory borings to depths of approximately 5 feet below ground surface (bgs). The boring logs are presented in Appendix A.

• Collecting soil samples in the borings at approximately 2.5 and 5.0-foot intervals using ASTM International (ASTM) Methods D1586 (Standard Penetration Test with split-spoon barrel sampling of soils) and D3550 (ring-lined barrel sampling of soils) for laboratory testing and analysis.

• Performing laboratory tests on selected samples obtained from the borings to evaluate in-situ moisture content and dry density, gradation, Atterberg limits, and consolidation. The in-situ moisture content and dry density results are presented on the boring logs in Appendix A. The remainder of the laboratory test results are presented in Appendix B.

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

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 | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 2

3 SITE DESCRIPTION

The project alignment extends along the existing Cotton Lane roadway from Estrella Parkway to the Gila River bridge crossing in Goodyear, Arizona (Figure 1). At the time of our evaluation, the site consisted of asphalt concrete (AC) paved roadway with partially paved northbound shoulder and the southbound lane had concrete curb with no shoulder. The project alignment was partially-graded and bound by undeveloped desert to the east and west. The Gila River bridge was located at north end of the project site and the Estrella Parkway roundabout was located at the south end of the project site.

According to the Perryville, Arizona 7.5-Minute United States Geological Survey Topographic

Quadrangle Map (2021), the elevation of the project alignment ranges from approximately

900 feet relative to mean sea level (MSL) at the northern limits near Gila River Bridge to approximately 990 feet MSL at the southern limits near Estrella Parkway. Based on information from this topographic quadrangle map, the ground surface at the site vicinity gently slopes from the south down to the north.

4 AERIAL PHOTOGRAPH REVIEW

Aerial photographs dated 1937 through 2021 from the Maricopa County website and Google Earth were reviewed for this project. A summary of the observations noted for each aerial photograph is presented in Table 1.

Table 1 – Summary of Aerial Photograph Review Photograph

Date(s) Site Adjacent Properties

1937, 1949, 1953, 1976, 1986

Undeveloped desert and several drainage crossing. Agricultural land near Gila River end of alignment.

North: Gila River.

South: Undeveloped desert.

East: Undeveloped desert.

West: Undeveloped desert.

1993, 1996, 1998, 200-2005

Undeveloped desert and several drainage crossing. Agricultural land near Gila River end of alignment.

North: Gila River.

South: Estrella Parkway Alignment. Undeveloped desert. Residential development.

East: Undeveloped desert.

West: Undeveloped desert.

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 3

Table 1 – Summary of Aerial Photograph Review Photograph

Date(s) Site Adjacent Properties

2006, 2007

Cotton Lane construction at Estrella Parkway. Cotton Lane bridge over Gila River construction.

North: Gila River Bridge.

South: Estrella Parkway Alignment. Undeveloped desert. Residential development.

East: Undeveloped desert.

West: Undeveloped desert.

2008, 2009, 2010-2021

Cotton Lane constructed and several basins along southbound alignment (2009), similar to site today.

North: Gila River Bridge.

South: Estrella Parkway Alignment. Undeveloped desert. Residential development.

East: Undeveloped desert.

West: Undeveloped desert.

5 PROPOSED CONSTRUCTION

The project consists of improvements to an approximately 1.5-mile-long segment of Cotton Lane from Estrella Parkway to the Gila River bridge crossing. On June 13, 2023, Ninyo & Moore prepared a geotechnical report for the planned improvements that will mainly construct a new asphaltic concrete for the northbound lanes. Since that report was prepared, we understand that there is a need to evaluate the existing asphaltic concrete that may be left in place and used for the new southbound lanes of the segment. We have been asked to conduct field sampling, laboratory testing and engineering analysis to evaluate this existing asphaltic concrete.

6 FIELD EXPLORATION AND LABORATORY TESTING

The following sections summarize our field exploration and laboratory testing activities.

6.1 Soil Borings

On December 11, 2023, Ninyo & Moore conducted a subsurface exploration at the site in order to observe the existing pavement and subgrade conditions and to collect soil samples for laboratory testing. Our exploration consisted of obtaining 10 cores of the existing pavement and drilling, logging, and sampling 10 small-diameter borings, as shown below in Table 2. Surface elevations at these exploration locations were estimated from USGS. Additionally, the approximate locations of our explorations are presented on Figure 2.

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 4

Table 2 – Pavement Core (PC) and Boring Locations

Core/Boring Designation

Approximate Location Approximate Elevation(1)

Exploration Depth Project

Location/Alignment Latitude Longitude (feet) (feet)

PC-1/ B-10 33.36344 -112.422 980 5 Cotton Lane

PC-2/ B-11 33.38398 -112.422 899 5 Cotton Lane

PC-3/ B-12 33.36581 -112.423 970 5 Cotton Lane

PC-4/ B-13 33.36818 -112.422 953 5 Cotton Lane

PC-5 B-14 33.37048 -112.422 937 5 Cotton Lane PC-6/ B-15 33.3728 -112.421 926 5 Cotton Lane PC-7/ B-16 33.37511 -112.42 923 5 Cotton Lane PC-8/ B-17 33.37745 -112.42 939 5 Cotton Lane PC-9 B-18 33.37982 -112.42 916 5 Cotton Lane

PC-10/ B-19 33.38197 -112.421 900 5 Cotton Lane

PC-1/ B-10 33.36344 -112.422 980 5 Cotton Lane

PC-2/ B-11 33.38398 -112.422 899 5 Cotton Lane Note:

1Vertical Datum – NAVD88.

The borings were advanced using either a CME-55 truck-mounted drill rig equipped with hollow-stem augers (HSAs) drilling equipment. The borings extended to depth of approximately

5 feet bgs. Bulk and relatively undisturbed soil samples were collected at selected intervals.

Detailed descriptions of the soils encountered are presented on the boring logs in Appendix A.

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

Classification System and ASTM D2488 by observing cuttings and drive samples. Detailed descriptions of the drive sample method used and corresponding ASTM procedure are presented on the cover page of Appendix A. 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, the Standard Penetration Test split-spoon samples were placed in resealable bags to help preserve their natural moisture. Bulk samples were also collected from the HSA cuttings and placed in large plastic bags. The selected intervals at which the bulk soil samples were collected are provided on the boring logs in Appendix A.

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 5

6.2 Laboratory Testing

The soil samples collected from our drilling activities were transported to the Ninyo & Moore laboratory in Phoenix for geotechnical laboratory testing. The testing included in-situ moisture content and dry density, gradation, Atterberg limits, and consolidation. The results of the in-situ moisture content and dry density testing are presented on the boring logs in Appendix A. A description of each laboratory test method, ASTM standards and the remainder of the test results are presented in Appendix B.

7 SUBSURFACE CONDITIONS

Our knowledge of the subsurface conditions at the project site is based on the results of our explorations and our understanding of the general geology of the area. The boring logs contains our field test results, as well as our interpretation of the conditions anticipated to exist between actual samples retrieved. Therefore, the 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 may be gradual. Note that relative densities of coarse-grained soils and non-elastic silts (non-plastic in this report) include very loose, loose, medium dense, dense and very dense. Consistency of elastic silts and clays include very soft, soft, firm, stiff, very stiff, and hard. Detailed stratigraphic information as well as a key to the soil symbols and terms used on the boring logs are provided in Appendix A.

7.1 AC Pavement

Our pavement cores and borings were performed through the existing pavement to evaluate the existing AC and underlying aggregate base (AB) thicknesses (if present). The approximate thicknesses of AC and AB encountered in our explorations are summarized in the following table.

Table 3 – Summary of Existing AC Pavement and AB

Core/Boring Location Roadway

Approximate Thickness of AC

(inches)

Approximate Thickness of AB

(inches) PC-1/ B-10 Cotton Lane 2.5 8.5 PC-2/ B-11 Cotton Lane 3 --- PC-3/ B-12 Cotton Lane 2.5 9 PC-4/ B-13 Cotton Lane 2 5 PC-5 B-14 Cotton Lane 2.5 10 PC-6/ B-15 Cotton Lane 2.75 8 PC-7/ B-16 Cotton Lane 2.25 10 PC-8/ B-17 Cotton Lane 3 8

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Table 3 – Summary of Existing AC Pavement and AB

Core/Boring Location Roadway

Approximate Thickness of AC

(inches)

Approximate Thickness of AB

(inches) PC-9 B-18 Cotton Lane 2.25 ---

PC-10/ B-19 Cotton Lane 2.5 ---

7.2 Alluvium

Below the pavement and/or aggregate base, alluvium was encountered in our borings and extended to the termination depths. The alluvium generally consisted of heterogeneous interlayered deposits of medium dense to very dense, clayey sand (SC), silty, clayey sand

(SC-SM), silty sand (SM), poorly graded sand (SP), and well-graded sand with silt (SW) in our borings to the termination depths. Scattered caliche nodules, gravel, and decomposed granite were also observed in our borings.

8 EXISTING PAVEMENT CHECK

The existing pavement check we conducted is based on the design R-value, traffic information provided by Aztec Engineering, and the pavement design procedures outlined in the MCDOT

Roadway Design Manual and COG Engineering Design Standards and Policies Manual

(EDS & PM).

8.1 Design R-value

Tables 4 summarizes the correlated R-value on selected soil samples obtained within the upper

5.0 feet below the existing roadway profile from our borings within the existing pavement project limits. The mean R-value presented below are based on the weighted average using the guidelines in the MCDOT Roadway Design Manual (RDM) for correlated R-values.

Table 4 – Cotton Lane Existing R-Value Summary

Boring No. Sample Depth (ft) Rc1

B-10 1.0 – 5.0 70 B-11 1.0 – 5.0 70 B-12 1.0 - 4.3 70 B-13 1.0 - 4.4 70 B-14 1.0 – 5.0 70 B-15 1.0 - 4.1 49 B-16 1.0 – 5.0 64 B-17 1.0 – 2.5 70

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 7

Table 4 – Cotton Lane Existing R-Value Summary

Boring No. Sample Depth (ft) Rc1

B-18 1.0 – 5.0 70 B-19 1.0 – 1.8 70

Average Rc = 67 Standard deviation = 6.7

Note:

1 Correlated R-value (Rc);

The average correlated R-value is 50 or greater and the standard deviation is less than 10. In accordance with MCDOT RDM, the mean R-value can be calculated from the correlated value.

The existing subgrade R-value of 67 is used for this evaluation.

8.2 Traffic Volumes and Growth Rates

Traffic loading information for the proposed Cotton Lane improvements obtained from the

Aztec Engineering for year 2019 was 7,855 vehicles per day. Assuming a growth rate of

2 percent a traffic loading of 8,673 vehicles per day was calculated for the year 2024. The table below presented the traffic loading information used for this project for a 20 year design life.

Table 5 – Traffic Loading Information

Roadway 2024 ADT % Growth1 % Trucks1 Estimated ESAL’s

Cotton Lane 8,673 2.0 5.0 4,206,000 Note:

1Assumed values.

8.3 Resilient Modulus

A subgrade R-value of 67 was utilized in our analysis of the existing pavement sections. Based on the existing subgrade R-value and a seasonal variation factor of 1.0, the resilient modulus of

26,000 pounds per square inch (psi) was used for this roadway since the calculated resilient modulus was more than 26,000 psi.

8.4 Drainage Coefficient

A drainage coefficient of 1.0 was obtained from Table 10.2.7 in the RDM.

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 8

8.5 Serviceability

For major arterial Cotton Lane, an initial serviceability of 4.5 and a terminal serviceability of 2.5 were used for design the of pavements. The resulting serviceability index loss is 2.0.

8.6 Flexible Pavement – Standard Deviation and Level of Reliability A standard deviation of 0.45 was used for the design of flexible pavement in accordance with current MCDOT policy. Based on Table 10.2.4 for major arterial roads, a reliability of 95 percent was utilized for the design of Cotton Lane. A standard normal deviation (ZR) value of -1.645 was utilized.

8.7 Pavement Evaluation Summary

For this project we utilized the pavement design method noted in the MCDOT RDM to evaluate the existing pavement section thickness. Based on the existing pavement thickness, the as is, calculated structural number (SN) ranged from 0.95 to 2.25. In accordance with COG Standard

Detail G-3216 and the anticipated traffic loading for this major arterial, a minimum of 6 inches of

AC and 12 inches of AB is recommended for major arterial roadways; which provides a calculated

SN of 3.96. Based on this evaluation we conclude that the existing pavement in its current condition does not meet COG Standard Detail G-3216 for a major arterial and cannot support the anticipated loading conditions. As such, we recommend that the new pavement design recommendations presented in our June 13, 2023 report, including the subgrade preparation recommendations, be utilized for the design and construction of the new southbound lanes for this project.

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.

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024 9

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.

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.

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10 REFERENCES

ASTM International (ASTM), Annual Book of ASTM Standards.

City of Goodyear, 2017, City of Goodyear Engineering Design Standards and Policies Manual.

City of Goodyear, 2017, City of Goodyear Standard Details.

Maricopa Association of Governments, 2023, Uniform Standard Specifications for Public Works

Construction.

Maricopa County Department of Transportation, 2023, Roadway Design Manual: dated March 8.

Maricopa County, 2021, Geographic Information Systems (GIS), Historical Aerial Photography website, https://gis.maricopa.gov/GIO/HistoricalAerial/index.html.

https://gis.maricopa.gov/GIO/HistoricalAerial/index.html

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024

Appendix A

Photographic Documentation

FIGURES

FIGURE 1

b sm f ile n o vm a p

607589001 | 5/23

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

SITE LOCATION

NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE.

Approximate Scale in Feet

N

SITE

SITE

Source: The Thomas Guide, Phoenix Metro Edition, 2011.

Source: Phoenix Mapping Company, Phoenix Metro Edition, 2012.

Source: Phoenix Mapping Company, Tucson Metro Edition, 2010.

Source: The Thomas Guide, Tucson Metro Edition, 2009.

Source: Phoenix Mapping Company, Yavapai CountyEdition, 2010.

Source: Phoenix Mapping Company, Pinal County Edition, 2010.

Source: Phoenix Mapping Company, Pima County Edition, 2010.

Source: The Thomas Guide, Arizona State Edition, 2009.

APPROXIMATE

SITE LOCATION

Source: MacVan, Denver Metro Edition, 2010.

Source: Key Maps, Inc.,Houston Metro Edition, 2009.

Source: US Geological Survey 7.5-minute topographic map, Douglas, Arizona, rev. 1978.

RED MOUNTAIN FREEWAY

BASELINE ROAD

S C

O T

T S

D A

L E

R O

A D

MAIN STREET

32ND AVENUE

MAIN STREET

RED MOUNTAIN FREEWAY

BASELINE ROAD

S C

O T

T S

D A

L E

R O

A D

MAIN STREET

32ND AVENUE

MAIN STREET

APPROXIMATE

SITE BOUNDARY

SITE

LOCATION

APPROXIMATE

SITE BOUNDARY

APPROXIMATE

SITE BOUNDARY

SITE

LOCATION

N N

APPROXIMATE

SITE LOCATION

APPROXIMATE

SITE LOCATION

APPROXIMATE

SITE LOCATION

0 100 200

FEET

NN

NN

0 100

FEET

0 2000

FEET

NN

FEET

2,000 4,000

SITE SITE

SITE SITE

APPROXIMATE

SITE BOUNDARY

APPROXIMATE

SITE BOUNDARY

APPROXIMATE

SITE BOUNDARY

APPROXIMATE

SITE BOUNDARY

SITE SITE

SITE SITE

SITE

LOCATION

SITE

LOCATION

SITE

LOCATION

SITE

LOCATION

Source: US Geological Survey 7.5-minute topographic map, Phoenix, Arizona, 2021.

Source: US Geological Survey 7.5-minute topographic map, Perryville, Arizona,2021

SITE

LOCATION

b sm f ile n o b lm

607589001 | 1/24

GOODYEAR, ARIZONA

COTTON LANE IMPROVEMENTS

EXPLORATION LOCATIONS

Geotechnical & Environmental Sciences Consultants

FIGURE 2

NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE.

0 750

FEET

NN Source: NAVTEQ, 12/20/19.

LEGEND

Pavement Core/Boring LocationPC-10/B-19

PC-10/B-19PC-10/B-19

PC-9/B-18PC-9/B-18

PC-8/B-17PC-8/B-17

PC-7/B-16PC-7/B-16

PC-6/B-15PC-6/B-15

PC-5/B-14PC-5/B-14

PC-4/B-13PC-4/B-13

PC-3/B-12PC-3/B-12

PC-2/B-11PC-2/B-11

PC-1/B-10PC-1/B-10

ESTRELLA PARKWAY

ESTRELLA PARKWAY

S O

U T

H C

O T

T O

N L

A N

E S

O U

T H

C O

T T

O N

L A

N E

S O

U T

H C

O T

T O

N L

A N

E

S O

U T

H C

O T

T O

N L

A N

E

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024

3. Description

APPENDIX A

Boring Logs

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 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 SPT 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 up to 18 inches into the ground with a 140-pound hammer falling freely from a height of 30 inches in general accordance with ASTM D1586. The blow counts were recorded for every 6 inches of penetration; the blow counts reported on the logs 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 method.

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 a 140-pound hammer falling freely from a height of 30 inches in general accordance with ASTM D3550. 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 logs 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

CL

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

BORING LOG EXPLANATION SHEET

BORING LOG

3.2 118.8

SM

ASPHALT CONCRETE: Approximately 2-1/2 inches thick.

AGGREGATE BASE: Approximately 8-1/2 inches thick.

ALLUVIUM:

Brown, dry, medium dense, silty SAND; few fine gravel.

Total Depth = 5 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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- 1

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-10

GROUND ELEVATION 980' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

SAMPLED BY DM LOGGED BY DM REVIEWED BY SDN

83/11" 1.5 129.2

SC-SM

ASPHALT CONCRETE: Approximately 3 inches thick.

ALLUVIUM:

Brown, dry, very dense, silty, clayey SAND with gravel.

Total Depth = 5 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-11

GROUND ELEVATION 970' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

50/3"

50/3"

4.8 114.7

SM

ASPHALT CONCRETE: Approximately 2-1/2 inches thick.

AGGREGATE BASE: Approximately 9 inches thick.

ALLUVIUM:

Brown, dry, very dense, silty SAND with gravel.

Scattered caliche nodules.

Total Depth = 4.3 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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- 3

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-12

GROUND ELEVATION 953' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

50/5" 5.0 102.2

SM

ASPHALT CONCRETE: Approximately 2 inches thick.

AGGREGATE BASE: Approximately 5 inches thick.

ALLUVIUM:

Brown, dry, very dense, silty SAND with gravel; decomposed granite.

Total Depth = 4.4 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-13

GROUND ELEVATION 937' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

4.1 120.7

SC-SM

ASPHALT CONCRETE: Approximately 2-1/2 inches thick.

AGGREGATE BASE: Approximately 10 inches thick.

ALLUVIUM:

Brown, dry, dense, silty, clayey SAND with gravel.

Total Depth = 5 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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- 5

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-14

GROUND ELEVATION 926' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

50/1" 7.2 107.7

SC

ASPHALT CONCRETE: Approximately 2-3/4 inches thick.

AGGREGATE BASE: Approximately 8 inches thick.

ALLUVIUM:

Brown, dry, very dense, clayey SAND with gravel; decomposed granite; scattered caliche nodules.

Total Depth = 4.1 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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- 6

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-15

GROUND ELEVATION 923' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

93/9"

5.6 121.4

SC-SM

ASPHALT CONCRETE: Approximately 2-1/4 inches thick.

AGGREGATE BASE: Approximately 10 inches thick.

ALLUVIUM:

Brown, dry, very dense, silty, clayey SAND with gravel; decomposed granite.

Total Depth = 5 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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- 7

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-16

GROUND ELEVATION 939' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

83/11" 5.4 128.9

SW-SM

SP

ASPHALT CONCRETE: Approximately 3 inches thick.

AGGREGATE BASE: Approximately 8 inches thick.

ALLUVIUM:

Brown, dry, very dense; well-graded SAND with silt and gravel.

Brown, dry, very dense, poorly graded SAND.

Total Depth = 5 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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- 8

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-17

GROUND ELEVATION 916' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

2.1 122.4

SM

ASPHALT CONCRETE: Approximately 2 1/4 inches thick.

ALLUVIUM:

Brown, dry, dense, silty SAND with gravel.

Medium dense.

Total Depth = 5 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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- 9

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-18

GROUND ELEVATION 900' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

50/3"

43 6.1 121.4

SP

SP

ASPHALT CONCRETE: Approximately 2-1/2 inches thick.

ALLUVIUM:

Brown, dry to moist, very dense, poorly graded SAND with gravel.

Dense.

Brown, moist, dense, poorly graded SAND; few fine to coarse gravel.

Total Depth = 5 feet.

Groundwater not encountered during drilling.

Backfilled and asphalt concrete patched on 12/11/23 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- 10

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

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 12/11/23 BORING NO. B-19

GROUND ELEVATION 899' ± (MSL) SHEET 1 OF

METHOD OF DRILLING CME-55, 8" Diameter Hollow-Stem Auger (Wildcat)

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

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024

APPENDIX B

Laboratory Testing

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 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 D2488. Soil classifications are indicated on the logs 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 tests were 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-10. These test results were utilized in evaluating the soil classifications in accordance with the USCS.

Atterberg Limits Atterberg Limits tests were performed on selected representative fine-grained soil samples 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-11 and B-12.

Consolidation Tests Consolidation tests were performed on selected relatively undisturbed soil samples in general accordance with ASTM D2435 04. 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 sample. The results of the tests are summarized on Figures B-13 and B-14.

Coarse Fine Coarse Medium SILT CLAY

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

NP - INDICATES NON-PLASTIC

PERFORMED IN GENERAL ACCORDANCE WITH ASTM C136 / D422

GOODYEAR, ARIZONA

0.305

Cu

B-1FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

NP --

D60

SM1.45 -- -- 15.0

Passing No. 200

(percent) Cc

Liquid Limit

-1/2" 1

B-10 1.0-5.0 -- --

2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

1/24607589001

Depth

(ft) D30

Fine

Sample Location

D10

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

GOODYEAR, ARIZONA

0.384

Cu

B-2FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

4 --

D60

SC-SM2.25 -- -- 15.0

Passing No. 200

(percent) Cc

Liquid Limit

-1/2" 1

B-11 1.0-5.0 24 20

2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

5/23607589001

Depth

(ft) D30

Fine

Sample Location

D10

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

NP - INDICATES NON-PLASTIC

PERFORMED IN GENERAL ACCORDANCE WITH ASTM C136 / D422

GOODYEAR, ARIZONA

0.305

Cu

B-3FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

NP --

D60

SM1.61 -- -- 15.0

Passing No. 200

(percent) Cc

Liquid Limit

-1/2" 1

B-12 1.0-4.3 -- --

2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

1/24607589001

Depth

(ft) D30

Fine

Sample Location

D10

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

NP - INDICATES NON-PLASTIC

PERFORMED IN GENERAL ACCORDANCE WITH ASTM C136 / D422

GOODYEAR, ARIZONA

0.327

Cu

B-4FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

NP --

D60

SM2.19 -- -- 16.0

Passing No. 200

(percent) Cc

Liquid Limit

-1/2" 1

B-13 1.0-4.4 -- --

2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

1/24607589001

Depth

(ft) D30

Fine

Sample Location

D10

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

GOODYEAR, ARIZONA

0.363

Cu

B-5FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

4 --

D60

SC-SM1.63 -- -- 15.0

Passing No. 200

(percent) Cc

Liquid Limit

-1/2" 1

B-14 1.0-5.0 25 21

2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

1/24607589001

Depth

(ft) D30

Fine

Sample Location

D10

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

GOODYEAR, ARIZONA

0.118

Cu

B-6FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

8 --

D60

SC0.98 -- -- 26.0

Passing No. 200

(percent) Cc

Liquid Limit

-1/2" 1

B-15 1.0-4.1 25 17

2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

5/23607589001

Depth

(ft) D30

Fine

Sample Location

D10

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

GOODYEAR, ARIZONA

0.376

Cu

B-7FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

6 --

D60

SC-SM2.13 -- -- 15.0

Passing No. 200

(percent) Cc

Liquid Limit

-1/2" 1

B-16 1.0-5.0 24 18

2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

1/24607589001

Depth

(ft) D30

Fine

Sample Location

D10

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

GOODYEAR, ARIZONA

0.484

Cu

B-8FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

NP 0.127

D60

SW-SM1.55 12.2 1.2 6.8

Passing No. 200

(percent) Cc

Liquid Limit

1-1/2" 1"

B-17 1.0-2.5 -- --

2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

1/24607589001

Depth

(ft) D30

Fine

Sample Location

D10

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

NP - INDICATES NON-PLASTIC

NP - INDICATES NON-PLASTIC

PERFORMED IN GENERAL ACCORDANCE WITH ASTM C136 / D422

1/24607589001

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-18 1.0-5.0 -- --

D60

SM2.56 -- -- 18.0

Passing No. 200

(percent) Cc

GOODYEAR, ARIZONA

0.333

Cu

B-9FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

NP --

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

GOODYEAR, ARIZONA

0.879

Cu

B-10FIGURE

GRADATION TEST RESULTS

COTTON LANE IMPROVEMENTS

NP 0.264

D60

SP6.64 25.2 0.4 3.3

Passing No. 200

(percent) Cc

Liquid Limit

1-1/2" 1"

B-19 1.0-1.8 -- --

2003/8"

USCS

GRAVEL SAND FINES

Symbol Plasticity Index

Plastic Limit

1/24607589001

Depth

(ft) D30

Fine

Sample Location

D10

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

X

NP - INDICATES NON-PLASTIC

PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318

B-11FIGURE

ATTERBERG LIMIT RESULTS

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

1/24607589001

1.0-4.1

1.0-5.0

1.0-5.0

B-10

ML

B-16

20B-11

B-12

B-13

USCS

(Fraction Finer Than

PLASTICITY

INDEX

CLASSIFICATION

ML

B-17 1.0-2.5

1.0-4.4

1.0-4.3

B-15

1.0-5.0

SM

SC-SM

SM

CL-ML

USCS

B-14

No. 40 Sieve)

NP

21 SC-SM

ML

CL-ML

SC

SM

SW-SM

SC-SM

CL

ML

CL-ML

NP

24 6

SYMBOL LOCATION DEPTH (ft) LIQUID

LIMIT

PLASTIC

LIMIT

1.0-5.0

NP--

NP

17 8

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

PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318

B-12FIGURE

ATTERBERG LIMIT RESULTS

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

1/24607589001

B-18

--B-19

USCS

(Fraction Finer Than

PLASTICITY

INDEX

CLASSIFICATION

--1.0-1.8

SM

SP

USCS

No. 40 Sieve)

ML

MLNP

SYMBOL LOCATION DEPTH (ft) LIQUID

LIMIT

PLASTIC

LIMIT

1.0-5.0 NP--

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

Seating Cycle Sample Location B-10 Loading Prior to Inundation Depth (ft) 1.0-2.5 Loading After Inundation Soil Type SM Rebound Cycle

PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435/4546

CONSOLIDATION TEST RESULTS

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

B-13FIGURE

1/24607589001

-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

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-18 Loading Prior to Inundation Depth (ft) 1.0-2.5 Loading After Inundation Soil Type SM Rebound Cycle

PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435/4546

CONSOLIDATION TEST RESULTS

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

B-14FIGURE

1/24607589001

-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

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

Ninyo & Moore | Cotton Lane Improvements, Goodyear, Arizona | 607589001 R | January 31, 2024

APPENDIX C

Pavement Core Photographs

PHOTOGRAPHS

COTTON LANE IMPROVEMENTS

GOODYEAR, ARIZONA

607589001 | 1/24

FIGURE C-1

Photograph 1: Pavement Core P-1.

GOODYEAR, ARIZONA

FIGURE C-2

Photograph 2: Pavement Core P-2.

GOODYEAR, ARIZONA

FIGURE C-3

Photograph 3: Pavement Core P-3.

GOODYEAR, ARIZONA

FIGURE C-4

Photograph 4: Pavement Core P-4.

GOODYEAR, ARIZONA

FIGURE C-5

Photograph 5: Pavement Core P-5.

GOODYEAR, ARIZONA

FIGURE C-6

Photograph 6: Pavement Core P-6.

GOODYEAR, ARIZONA

FIGURE C-7

Photograph 7: Pavement Core P-7.

GOODYEAR, ARIZONA

FIGURE C-8

Photograph 8: Pavement Core P-8.

GOODYEAR, ARIZONA

FIGURE C-9

Photograph 9: Pavement Core P-9.

GOODYEAR, ARIZONA

FIGURE C-10

Photograph 10: Pavement Core P-10.

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