GEOTECHNICAL EXPLORARATION REPORT ROOSEVELT STREET IMPROVEMENT DISTRICT BUCKEYE, ARIZONA

PROJECT # 150004

Prepared by: ATEK Engineering Consultants, LLC 111 South Weber Drive, Suite 1 Chandler, Arizona 85226

Exp ires 9/30/2018

December 14, 2015

December 14, 2015 ATEK Project #150004

RITOCH-POWELL & Associates 5727 North 7th Street #120 Phoenix, AZ 85014

Attention: Mr. Keith L. Drunasky, P.E.

RE: GEOTECHNICAL EXPLORATION REPORT Roosevelt Street Improvement District Buckeye, Arizona

Dear Mr. Drunasky:

ATEK Engineering Consultants, LLC is pleased to present the attached Geotechnical Exploration Report for the Roosevelt Street Improvement Disstrict located in Buckeye, Arizona. The purpose of our study was to explore and evaluate the subsurface conditions at the proposed site to develop geotechnical engineering recommendations for project design and construction.

Based on our findings, the site is considered suittable for the proposed construction, provided geotechnical recommendations presented in thhe attached report are followed. Specific recommendations regarding the geotechnical aspects of the project design and construction are presented in the attached report. The recommendations contained within this report are depeendent on the provisions provided in the Limitations and Recommended Additional Services sections of this report.

We appreciate the opportunity of providing our services for this project. If you have questions regarding this report or if we may be of further assistance, please contact the undersigned.

Sincerely, ATEK Engineering Consultants, LLC

Expires 9/30/2018

James P Floyd, P.E. Armando Ortega, P.E.

Project Manager Principal Geotechnical Engineer Expires 9/30/2017

111 SOUTH WEBER DRIVE, SUITE 1 WWW.ATEKEC.COM P (480) 659-8065 CHANDLER, AZ 85226 F (480) 656-9658

TABLE OF CONTENTS

1. INTRODUCTION ...... 1 1.1. Proposed Project ...... 1 1.2. Purpose ...... 2 1.3. Scope of Services ...... 2

2. FIELD EXPLORATION ...... 2 2.1. General ...... 2 2.2. Soil Test Borings ...... 3

3. LABORATORY TESTING ...... 3

4. GENERAL SITE CONDITIONS ...... 4 4.1. Surface Conditions ...... 4 4.2. Subsurface Conditions ...... 4 4.3. Groundwater Conditions ...... 5 4.4. Geologic Hazards ...... 5 4.4.1. Liquefaction Potential ...... 5 4.4.2. Expansive Soils ...... 5 4.5. Earth Fissures and Land Subsidence ...... 6

5. ENGINEERING ANALYSES AND RECOMMENDDATIONS ...... 6 5.1. General ...... 6 5.2. Slopes ...... 6 5.2.1. General ...... 6 5.2.2. Permanent Slopes ...... 7 5.2.3. Temporary Excavations ...... 7 5.2.4. Construction Considerations ...... 7 5.3. Earthwork ...... 8 5.3.1. Earthwork Grading Requirements (Roadway Embankment) ...... 8 5.3.2. Settlement ...... 9 5.3.3. Trench and Pipe Bedding Mateerial ...... 9 5.3.4. Shrink/Swell Evaluation ...... 11 5.3.5. Borrow Requirements ...... 11

5.4. Excavation ...... 12

5.5. Corrosivity ...... 12

5.6. Pavement Areas ...... 14

5.6.1. Asphalt Pavements ...... 14

5.6.2. R-Value ...... 14

5.6.3. Resilient Modulus ...... 15

5.6.4. Drainage Coefficient ...... 15

5.6.5. Level of Reliability ...... 15

5.6.6. Serviceability Index ...... 15 5.6.7. Design ESALs ...... E.xpires...... 9/3.0/2018...... 15 5.6.8. Structural Number and Design Thickness Recommendations ...... 16 5.6.9. Aggregate Base Course ...... 17

6. CLOSURE ...... 17 6.1. Limitations ...... 17 6.2. Recommended Additional Services ...... 19

APPENDIX A – Site Location Map APPENDIX B – Sample Location Plan APPENDIX C – Field Study and Boring Logs APPENDIX D – Laboratory Test APPENDIX E – Shrink/Swell Determination APPENDIX F – Subgrade Acceptance Chart APPENDIX G - Pavement Design Expires 9/30/2018

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 1 of 19

1. INTRODUCTIION

This report presents the results of our geotechnical exploration for the Roosevelt Street Improvement District located in Buckeye,, Arizona. A Site Location Map is presented in Appendix A. The following sections of this report describe our understanding of the project and our scope of services.

1.1. Proposed Project

The proposed project consists of sewer, water and street improvements along various locations within the City of Buckeye, Arizona. The sewer improvements will include the installation of three new lines: Roosevellt Road from Verrado Way west approximately one-quarter of a mile (8-inch diameter line), Roosevelt Road from Jackrabbit Trail west for approximately seven-tenths of a mile (15-inch diameter line) and 211th Avenue north for approximately seven-tenths of a mile from Van Buren Street north across Interstate 10 (12-inch diameter line).

The water improvements will include the installatiion of three, 12-inch diameter lines: Roosevelt Road from Verrado Way west approximately one-half mile, 211th Avenue north for approximately four-tenths of a mile from Fillmore Street north across Interstate 10 and Dean Road north approximately one-half mile from Van Buren Street across Interstate 10.

The street improvements will include seven segments: the north half of Roosevelt Road from Verrado Way west for approximately one-half mile, the south half of Roosevelt Street from Jackrabbit Trail west for approximately one mile, the west half of 211th Avenue from Roosevelt Street south for approximately one-quarter of a mile, the west half of 211th Avenue from McDowell Road south for approximately one- quarter of a mile, the north half of Van Buren Street from Dean Road to 211th Aveenue (approximately one-half mile), the south half of Van Buren Street from Dean Road

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 2 of 19 west for approximately one-quarter of a mile and Dean Road from Van Buren Street north for approximately 1,000 feet.

1.2. Purpose

The purpose of this geotechnical exploration was to evaluate the general surface and subsurface conditions at the proposed site, and to present recommendations related to geotechnical aspects of design and construction of the proposed project.

1.3. Scope of Services

Our study included a site reconnaissance, subsurfface explorration, soil sampling, field and laboratory testing, engineering analyses, and preparation of this report. This report presents geotechnical recommendations for desiign and construction of proposed structures. The recommendations contained in this report are subject to the limitations presented herein. Attention is directed to the “Limitations” section of this report.

2. FIELD EXPLORATION

2.1. General

The field exploration was performed on November 2, 2015 and November 3, 2015. Twenty-three soil borings were drilled to depths ranging between five (5) and thirty (30) feet below existing grade. The soil test borings were drilled using CME-45 power drill rig equipped with 6 and 5/8-inch outside diameter hollow stem augers. The borings were located in the field at the approximate locations shown on the Sample Location Plan included in Appendix B of this report.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 3 of 19

Prior to the start of drilling, the Arizona Blue Stake Center was contacted to locate existing utilities at the boring locations. Upon complettion of the borings, the boreholes were backfilled with excavated materials.

2.2. Soil Test Borings

Disturbed and relatively undisturbed samples were taken at the directtion of the field engineer during drilling operations. Relatively undisturbed samples of the subsurface materials were obtained using a California sampler with a 2.5-inch inside diameter and a 3.0-inch outside diameter. Disturbed samples were obtained using a Standard Penetration/Split Spoon Sampler (SPT) with a 1.5-inch inside diameter and 2.0-inch outside diameter. The California and the SPT samplers were driven 12 and 18 inches, respectively, using a 140-pound hammer falling 30 inches, and blow counts for successive 6-inch penetration intervals were reecorded. After the sampler was withdrawn from the borehole, the samples were removed, sealed to minimize moisture loss, and submitted to the laboratory.

Soil classifications made in the field from auger cuttings and samples were re- evaluated in the laboratory after further examination and testing. The soils were classified in accordance with the Unified Soil Classification System presented in Appendix C.

Sample classifications, blow counts recorded during samppling, and other related information, were recorded on the soil boring logs. The boring logs for B-1 through B- 23 are presented in Appendix C.

3. LABORATORY TESTING

Selected soil samples from the borings were testeed in the laboratory for classification purposes and to evaluate their engineering propertties. The laboratory tests included:

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 4 of 19

 Gradation;  Atterberg limits;  Moisture content;  Undisturbed ring density;  Sulfate content;  Chloride content;  Standard proctor tests  Remolded swell tests;  pH tests;  resistivity tests;  And R-value tests.

A brief description of each test performed on the soil samples and the results are presented in Appendix D.

4. GENERAL SITE CONNDITIONS

4.1. Surface Conditions

The project consists of roadway improvements to seven roadway segments located within the City of Buckeye, Arizona. These roadway segments are primarily native desert areas with light to moderate desert vegetation. The Van Buren Street segments were rough graded at the time of our field study. The Roosevelt Street segment located west of Verrado Way ran along an existiing wash bed with a depth ranging from one to three feet. This wash appeared to flow downstream from west to east towards Verrado Way.

4.2. Subsurface Conditions

As indicated by the exploratory borings, in general the surface soils consist of sand (SP), sand with silt (SP-SM), silty sand (SM), silty clayey sand (SC-SM), clayey sand (SC) and sandy silty clay (CL-ML). These surface soils were found to have a plasticity index ranging from non-plastic to low plasticity. These surface soils were found to have a relative density/firmness ranging from medium deense to very dense/firm to hard.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 5 of 19

The underlying subsurface soils encountered during our field exploration consisted of silty gravel (GM) with sand and silt, sand with silt (SP-SM), silty sand (SM), silty clayey sand (SC-SM), clayey sand (SC) and sandy silt (ML). These subsurface soils were found to have a plasticity index ranging from non-plastic to low plasticity. These subsurface soils were found to have a relative firmness ranging from firm to hard. The site soils, surface and subsurface, had cementation ranging from nil to strong, generally increasing in strength with depth. For additiional information see Boring Logs presented in Appendix C.

4.3. Groundwater Conditions

Groundwater was not encountered within the soil test borings and it is anticipated that groundwater will not be a factor in design or construction of the planned improvements. It should be noted that soil moisture conditions within the area may vary depending on rainfall and/or runoff conditions not apparent at the time of our field study.

4.4. Geologic Hazards

4.4.1. Liquefaction Potential

Based on the site soils and groundwater conditions encountered during this study, the preliminary potential for soil liquefaction is considered to be negligible.

4.4.2. Expansive Soils

Expansive soils are soils with the potential for an increase in volume with an increase in moisture content. Based on the information collected during our field study and subsequent laboratory testing, we anticipate expansive-susceptible soils will be encountered during construction, especially near soil test boring B-7.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 6 of 19

4.5. Earth Fissures and Land Subsidence

The project site is located in an area with no documented earthen fissures and a measured land subsidence rate of zero to 0.2 inch/year between April 22, 2013 to April 12, 2015 (http://maps.azgs.az.gov/earth-fissure-viewer/ and http://www.azwater.gov/AzDWR/Hydrology/Geophysics/documents/WestValleyAreaR ate04-2013to04-2015_8x11.pdf).

5. ENGINEERING ANALYSES AND RECOMMENDATIONS

5.1. General

Based on our study and our experience in the geeneral area, the alignment may be constructed as planned, using conventional grading and construction techniques. Recommendations regarding the geotechnical aspects of the roadway design and construction are presented below.

5.2. Slopes

5.2.1. General

All excavations must comply with applicable local, state, and federal safety regulations, including the current Occupational Safety & Health Administration (OSHA) Excavation and Trench Safety Standards. Construction site safety generally is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing the information below solely as a service to our cliennt. Under no circumstances should the information provided be interpreted to mean that ATEK is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not being implied and should not be inferred.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 7 of 19

5.2.2. Permanent Slopes

We recommend the unprotected cut and fill slopes should be constructed no steeper than 3:1 (H:V) based on the potential for erosion. For fill slopes with slope paving, we recommend they be constructed at a gradient no steeper than 1.5H:1V. Cut slopes in native soil for lined channels may be constructed to 1.5H:1V.

5.2.3. Temporary Excavations

Near surface materials encountered during our field study consisted predominately of clayey sands with varying amount of gravel. In our opinion, these soils would be considered predominantly Type B soil when applying the OSHA regulations. For these soil types, OSHA recommends a maximum slope inclination of 1H:1V or flatter for shallow excavations that extend only into these shallow soils. Steeper cut slopes may be utilized for excavations less than 5 feet deep depending on the strength, moisture content, and homogeneity of the soils as observed in the field.

The Contractor should be aware that slope height, slope inclination, or excavation depths (including utility trench excavations) should in no case exceed those specified in local, state, and/or federal safety regulations (e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations). Such regulations are strictly enforced and, if they are not followed, the Owner, Contractor, and/or earthwork and utility subcontractors could be liable for substantial penalties.

5.2.4. Construction Considerations

Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within 1/3 the slope height from the top of any excavation. Where the stability of adjoining walls or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 8 of 19 within the excavation. A professional engineer registered in the State of Arizona should design shoring, bracing, or underpinning required for the project (if any).

Earthen berms or other methods should be used to prevent runoff wateer from entering all excavations. All runoff water should be collected and disposed of outside the construction limits.

5.3. Earthwork

5.3.1. Earthwork Grading Requirements (Roadway Embankment)

Earthwork grading requirements are controlled by the height of embankment fill and the properties of the in-situ soil. A review of the roadway profile in the Progress Submittal plans (dated November 19, 2015, provided by RITOCH-POWELL & Associates) indicates relatively minor cut and fill grading. Based on review of the preliminary plans the following near surface soils improvement are recommended:

 Prior to placement of new roadway embankment fill, clearing and grubbing for the embankment shall be completed. The areas should be observed by a representative of the geotechnical engineeer after clearing and grubbing and prior to fill placement, scarification and compaction in order to confirm that the suitable subgrade conditions are present. Loose or soft zones within the subgrade should be over-excavated to contact with dense and undisturbed material, and replaced with moisture- conditioned and compacted fill. The limits of compacted area should extend a minimum of 2.0 feet laterally beyond the edge of embankment.  The exposed subgrade should then be scarified to a depth of 8 inches, moisture conditioned to within the limits of +/- 2 peercent of optimum moisture content, and compacted to a minimum dry density correspoonding to 95 percent of maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Method D 698.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 9 of 19

In areas with existing pavement, it is anticipated that the existing subgrade will become disturbed during the pavement section removal. After removing the asphaltic concrete and aggregate base course and prior to placing additional embankment material or new pavement section, scarify the site soils to a minimum of 8 inches below exposed site grade or to competent material whichever is deeper, as directed by the Geotechnical Engineer or their representative. Subgrade and any new embankment fill soils should be uniformly moisture conditioned to within the limits of +/- 2 percent of optimum moisture content, and compacted to a minimum dry density of 95 percent of maximum dry density in accordance with American Society for Testing and Materials (ASTM) Test Method D 698.

All embankment material placed within three feet of finished subgrade elevation shall meet the borrow requirements in section 5.3.5.

5.3.2. Settlement

Settlement of the embankment fills, using available site soils, should be on the order of about one percent of the embankment height. The majority of this settlement will occur during construction of the fill. However, if the embankments are placed below optimum moisture content and the embankments become saturated, post- construction settlements could be on the order of two to three percent of the embankment height.

5.3.3. Trench and Pipe Bedding Material

Materials Pipe zone backfill (i.e., material beneath and in the immediate vicinity of the pipe) should consist of soil with a maximum particle size less than one inch. Trench zone backfill (i.e., material placed between the pipe zone backfill and finished subgrade) may consist of soil that meets the requirements for structural fill provided above.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 10 of 19

If import material is used for pipe or trench zone backfill, we recommend it consist of fine-grained sand. In general, poorly graded coarse-grained sand and gravel should not be used for pipe or trench zone backfill due to the potential for site soil migration into the relatively large void spaces present in this type of material and water seepage along trenches backfilled with coarse-grained sand and/or gravel.

Recommendations provided above for pipe zone backfill are minimum requirements only. More stringent material specifications may be required to fulfill local codes and/or bedding requirements for specific types of pipes. We recommend the project Civil Engineer develop these material specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of this study.

Compaction Criteria Backfill of trenches should utilize site soils with particle diameter less than 3-inches, in order to aid compaction and reduce potential differential settlement problems. Backfilling of utility trenches should be in 12-inch maximum loose lifts, and compacted to a minimum of 90 percent and 95 percent of ASTM D-698 (standard Proctor), in non-structural areas and structural areas, respectively. Please note that the local governing agency specifications may surpass these trench backfill requirements. Jetting, flooding, or puddling of cohesive backfill soils should not be utilized under any circumstances.

Placement of corrosive soils immediately adjacent to pipes should be minimized or appropriate mitigation measures utilized. See additional discussion on corrosion in Section 5.5.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 11 of 19

5.3.4. Shrink/Swell Evaluation

Surface density testing was performed to provide information relative to the in-situ soil density for use in earthwork shrinkage estimate calculations. Surface density tests were completed at each of the soil boring locations in accordance with Arizona Test Method (ARIZ) 235, Field Density and Moisture Content of Soil and Soil-aggregate Mixtures by the Nuclear Method. These values were compared with the results of laboratory moisture-density relationship (Standard Proctor) tests to evaluate earthwork shrink and swell. In addition, an overall shrink factor for the project is estimated at 10 percent. Please refer to Appendix E for a summary of shrink swell determination prepared by ATEK.

Ground compaction factors should not be applied in areas of over-excavation below new embankments. However, a ground compaction factor of 0.10 feet should be applied for any portions of new embankments placed outside the areas of over- excavation.

5.3.5. Borrow Requirements

At the time of this report there were no identified sources for borrow on this project. Borrow placed within three (3) feet of finished subgrade shall meet the following requirements:

The Plasticity Index (PI) (AASHTO T90) and the percent passing the No. 200 Sieve (Minus 200) (Ariz. Test Method 201) when used in the equation below, shall give a value of X that does not exceed 66.2. Please refer to Appendix F for a subgrade acceptance chart.

X = (Minus 200) + 2.83 (PI)

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 12 of 19

5.4. Excavation

The field sampling and exploration was performed using a truck-mounted drill rig with 6 and 5/8-inch outside diameter hollow stem augers. We present the following general comments regarding ease of excavation with the understanding that they are opinions based on the test borings. The project consultant and contractor should become familiar with this report including boring logs to evaluate potential hard dig conditions. Please note that excavation charracteristics are best evaluated by performing test excavations with the size and type of equipment the contractor plans on using at the site, which was not conducted as part of this study.

Excavations in the site soils can most likely be made by conventional earth moving equipment. However, moderate to strong cementation was encountered throughout the borings, which may present some difficulty during excavation and require heavy ripping equipment. Due to the subsurface soils encountered during the field exploration, sloughting and caving of near surface soils should be considered during grading operations. Please refer to Section 4 and sample logs presented in Appendix C of this report for more information.

5.5. Corrosivity

Electrical Resistivity of a soil is a measure of resistance to the flow of electrical current. Corrosion of buried metal is an electrochemical process in which the amount of metal loss due to corrosion is directly proportional to the flow of electrical current (DC) from the metal into the soil. As a soil’s resistivity decreases, its corrosivity increases.

A commonly accepted correlation between soil resistivity and corrosivity towards ferrous metals is shown in the following table.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 13 of 19

Resistivity (ohm-cm) Corrosivity Classification 0 to 1,000 Severely corrosive 1,000 to 2,000 Corrosive 2,000 to 10,000 Moderately corrosive Over 10,000 Mildly corrosive

Sample Location pH Resistivity (Ohm-cm) Bulk Sample B-1 8.6 1,010 Bulk Sample B-2 7.5 2,620 Bulk Sample B-3 8.6 4,090 Bulk Sample B-5 8.1 1,070 Bulk Sample B-7 8.1 1,880

Bulk Sample B-9 8.0 1,540 Bulk Sample B-13 7.4 5,100 Bulk Sample B-14 7.8 1,680 Bulk Sample B-18 7.5 3,360

Based on the laboratory tests as shown above, this soil would be considered “corrosive to moderately corrosive”. It should be noted that these corrosion conditions are for the soils at submerged moisture conditions. Resistivities at drier moisture contents would be less corrosive than the results of the test.

Estimated life for various gage galvanized CMP, based on Figure 6.7 of the Handbook of Steel Drainage & Highway Construction Products published by American Iron and Steel Institute Fourth Edition, 1993, is tabulated below. Details of the laboratory test results are presented in the Appendix C of this report.

Design Life (yrs) Sample Location 18 Gage 16 Gage 14 Gage 12 Gage Bulk Sample B-1 50 65 80 110 Bulk Sample B-2 74 96 119 163 Bulk Sample B-3 89 116 142 196 Bulk Sample B-5 51 67 82 113 Bulk Sample B-7 65 84 103 142 Bulk Sample B-9 60 77 95 131

Bulk Sample B-13 97 127 156 214 Bulk Sample B-14 62 80 99 136 Bulk Sample B-18 82 107 131 181

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 14 of 19

5.6. Pavement Areas

The following pavement design was prepared in general accordance with the ADOT Preliminary Engineering and Design Manual.

5.6.1. Asphalt Pavements

The site soils should be suitable as pavement subgrade soils provided all unsuitable debris, rubble, oversized cobbles, etc. are removed. A flexible pavement is recommended for the pavement areas. The recommended pavement sections are based on the assumption that the subgrade soills are prepared in accordance with section 5 of this report.

The flexible pavement section should consist of Central Plant Mix Asphaltic Concrete Pavement (AC) on compacted Aggregate Base Course (ABC) as recommended in the table below. Flexible pavement should be placed in accordance with MAG Section 321 and local municipality standards.

5.6.2. R-Value

The soil sampled during the field portion of this project consisted primarily of low plasticity silty clayey sands. Six R-value tests were performed on bulk samples obtained during the field study. The average resulting R-value was 58. The plasticity index and percent passing the number 200 sieve where also determined on fifteen separate samples obtain during the field study. Coorrelated R-values were determined using table 202.02-3 of the Arizona Department of Transportation Preliminary Engineering and Design Manual Third Edition March 1989. The average resulting correlated R-value was 57. A design R-value of 40 was used for design.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 15 of 19

5.6.3. Resilient Modulus

Based on a design R-value of 40 and a seasonal variation factor of 0.9 a design subgrade resilient modulus of 26,000 psi was used to represent the native soil sampled and tested during our field study.

5.6.4. Drainage Coefficient

A drainage coefficient of 1.0 used based on Table 202.02-7 of the Arizona Department of Transportation Preliminary Engineering and Design Manual.

5.6.5. Level of Reliability

A level of reliability of 90 percent was used based on Table 202.02-1 of the Arizona Department of Transportation Preliminary Engineering and Design Manual for roadways with between 2,001 and 10,000 ADT.

5.6.6. Serviceability Index

A serviceability index of 1.5 was used based on Table 202.02-1 of the Arizona Department of Transportation Preliminary Engineering and Design Manual for roadways with between 2,001 and 10,000 ADT.

5.6.7. Design ESALs

A project specific traffic analysis was not available at the time of this report. Therefore, maximum allowable equivalent single axial loads (ESAL) were calculated based on the City of Buckeye’s minimum pavement sections and compared to available traffic information presented in the Town of Buckeye, Street Planning and Design Criteria (SPDC) document Table 1. ADT values presented in the Town of Buckeye, SPDC are 5,800 to 8,700 and 2,500 to 5,000 for arterial and collector

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 16 of 19 roadways, respectively. For design the mean value of 7,250 and 4,000 ADT was used for arterial and collector roadways, respectively.

A traffic distribution of 93 percent automobiles, 2 percent buses, 3 percent light 4- tire trucks, and 2 percent large trucks, was used to calculate equivalent single axial loads (ESAL). A 4 percent annual growth was used to determine the total ESAL during a 20 year design life. The corresponding calculated ESALs were 3,949,052 and 2,178,787 for arterial and collector roadways, respectively.

The corresponding ESAL based on the minimum pavement sections presented in the Town of Buckeye Standard Details were 66,000,000 and 15,200,000 for arterial and collector roadways, respectively.

5.6.8. Structural Number and Design Thickness Recommendations

Please refer to Appendix G for additional parameters used in design. The following table presents the pavement design thickness based on the minimum pavement sections per City of Buckeye Standard Details and calculated ESALs per section 5.6.7.

ASPHALTIC DESIGN TARGET PAVEMENT AGGREGATE BASE STRUCTURAL CONCRETE STRUCTURAL AREA COURSE (IN) NUMBER (SN) (IN) NUMBER (SN)

Collector (ESAL Based) 3.0 8.0 2.44 2.41

Collector (Town of 4.51 10.0 3.38 2.41 Buckeye Minimum)

Arterial (ESAL Based) 5.0 4.0 2.76 2.67

Arterial (Town of 6.02 12.0 4.32 2.67 Buckeye Minimum)

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 17 of 19

1-Per City of Buckeye Modified Standard Detail the collector pavement section should consist of 1.5" of "A"-12.5mm (1/2”) Arterial Gyratory asphalt over 3" of "A"19.0mm (3/4”) Arterial Gyratory asphalt.

2-Per City of Buckeye Standard Detail the arteriall pavement section should consiist of 2" of "A"-12.5mm (1/2”) Arterial Superpave asphalt over 4" of "A"19.0mm (3/4”) Arterial Superpave asphalt.

5.6.9. Aggregate Base Course

Aggregate base used in support of asphaltic concrete pavements should conform to the local governing agency and/or Maricopa Association of Governments (MAG) Section 702 Specifications. The plasticity index of the fraction of mateerial passing the No. 40 sieve should not exceed five when tested in accordance with ASTM Test Method D 4318. Coarse aggregate should have a ppercent of wear, when subjected to the Los Angeles abrasion test (ASTM Test Method C 131), of no greater than 40.

All aggregate base material should be placed in lifts not greater than eight inches and compacted to a minimum of 100 percent of maximum dry density below asphaltic concrete pavements as determined by American Society for Testing and Materials (ASTM) Test Method D 698 or as specified by local specification. The moisture content during compaction should be maintained within two percent of optimum moisture content.

6. CLOSURE

6.1. Limitations

Our professional services have been performed ussing that degree and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Engineers practicing in this or similar localities. No warrantyy is expressed or implied.

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 18 of 19

The recommendations contained in this report are based on our field exploration, laboratory test results, and our understanding of the proposed construction. The subsurface data used in the preparation of this report was obtained from the test borings excavated during the field subsurface exploration. It is anticipated that some variations in the soil conditions will exist on-site. The nature and extent of variations may not be evident until construction occurs. If any conditions are encountered at this site that are different from those described in this report, we should be immediately notified so that we may make any necessary revisions to the recommendations contained in this report. In addition, if the scope of the proposed construction changes from that described in this report, our firm should also be notified.

It is the Client’s responsibility to see that all parties to the project including the designer, contractor, subcontractor, etc. are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor’s option and risk.

This report is for the exclusive purpose of providing Geotechnical Engineering and/or testing information and recommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. This report has also not addressed the site geology and the possible presence of geologic hazards.

This report may be used only by the Client and only for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both on and off-site), or other factors may change over time, and additional work may be required with the passage of time. Any party, other than the Client, who wishes to use this report, shall

Geotechnical Exploration 150004 Roosevelt Street Improvement District Buckeye, Arizona Page 19 of 19 notify ATEK of such intended use. Based on the inttended use of this report, ATEK may require that additional work be performed and that an updated report be issued.

6.2. Recommended Additional Services

The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be performed during the construction. These tests and observations should be performed by the Geotechnical Engineer’s representative and should include, but not limited to the following:

 Observe and document that any existing surficial vegetation and other deleterious materials have been removedd from thee site as required in site preparation section.

 Approve any material used as import to document that it meets the requirements outlined above before placement.

 Monitor the backfill procedures.

 Perform field density tests, as needed, to verify compaction compliance. The representative should monitor the progress of compaction and filling operations.

 Keep records of on-site activities and progress.

Observation of footing excavations should be performed prior to placement of reinforcing and concrete to confirm that satisfactory bearing materials are present. Construction testing, including field and laboratory evaluation of fill and backfill materials, concrete and steel should be performed to determine whether applicable project requirements have been met.

APPENDIX A Site Location Map

Site Location Map Project Site Sheet 1 of 1 Roosevelt Street Improvement District ATEK Engineering Consultants, LLC 111 South Weber Drive, Suite 1 Project Number: 150004 Site image from earth.google.com. Chandler, AZ 85226 Date: October 26, 2015 *Note: not to scale. Drawn By: J Floyd

APPENDIX B Sample Location Plan

B‐4 B‐3 B‐2 B‐1 B‐10 B‐9 B‐8 B‐7 B‐6 B‐5

Sample Location Plan Legend: Sheet 1 of 2 Soil Test Boring Roosevelt Street Improvement District ATEK Engineering Consultants, LLC 111 South Weber Drive, Suite 1 Project Number: 150004 Site image from earth.google.com. Chandler, AZ 85226 Date: October 26, 2015 *Note: not to scale. Drawn By: J Floyd B‐18

B‐17

B‐16

B‐14

B‐15 B‐13

B‐12 B‐23

B‐11

B‐22 B‐21 B‐20 B‐19

Sample Location Plan Legend: Sheet 2 of 2 Soil Test Boring Roosevelt Street Improvement District ATEK Engineering Consultants, LLC 111 South Weber Drive, Suite 1 Project Number: 150004 Site image from earth.google.com. Chandler, AZ 85226 Date: October 26, 2015 *Note: not to scale. Drawn By: J Floyd

APPENDIX C FIELD STUDY AND BORING LOGS

APPENDIX C FIELD STUDY ______

BORINGS

The subsurface conditions at the site were explored between November 2, 2015 and November 3, 2015, by drilling soil borings using a CME-45 powered drill rig with an 6 5/8 inch outside diameter hollow stem auger. The locations of soil test borings performed for this study are shown in Appendix B of this report.

The locations of borings were located by visual sighting and pacing from existing site features and, therefore, should be considered approximate. Actual boring locations may vary from those indicated in Appendix B.

Our field engineer maintained a log of the excavations; visually classified soils encountered according to the Unified Soil Classification System (USCS) (see USCS Table); and obtained samples of the subsurface materials.

SAMPLING PROCEDURES

Soil samples obtained from the borings were packaged and sealed in the field to reduce moisture loss and disturbance, and returned to our laboratory for further testing. After borings were completed, they were backfilled with the excavated soils.

LIST OF ATTACHMENTS

The following plates are attached and complete this appendix.

Unified Soil Classification System – C1 Log Key – C2 Charts and Definitions – C3 Terminology Used to Describe Soils – C4 Logs of Soil Borings

UNIFIED SOIL CLASSIFICATION SYSTEM

USSCS TYPICAL MAJOR DIVISIONS SYMBOL DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL-SAND CLEAN GRAVELS GW MIXTURES WITH LITTLE OR NO FINES WITH LESS THAN

5% PASSING NO. 200 POORLY-GRADED GRAVELS, GRAVEL-SAND GRAVELS GP SIEVE MIXTURES WITH LITTLE OR NO FINES (More than half of coarse fraction SILTY GRAVELS, GRAVEL-SILT-SAND is larger than GM the #4 sieve) GRAVELS WITH MIXTURES

COARSE OVER 12% PASSING CLAYEY GRAVELS, GRAVEL-SAND-CLAY GRAINED NO. 200 SIEVE GC MIXTURES SOILS

(More than half CLEAN SANDS WITH WELL-GRADED SANDS, SAND-GRAVEL of material SW MIXTURES WITH LITTLE OR NO FINES is larger than LESS THAN 5% the #200 sieve) SANDS PASSING NO. 200 POORLY-GRADED SANDS, SAND-GRAVEL SIEVE SP MIXTURES WITH LITTLLE OR NO FINES (More than half of coarse fraction SILTY SANDS, is smaller than SM the #4 sieve) SANDS WITH OVER SAND-GRAVEL-SILT MIXTURES 12% PASSING NO. CLAYEY SANDS, 200 SIEVE SC SAND-GRAVEL-CLAY MMIXTURES

INORGANIC SILTS & VERY FINE SANDS, ML SILTY OR CLAYEY FINE SANDS, CLAYEY SILTS WITH SLIGHT PLASTICITY

SILTS AND CLAYS INORGANIC CLAYS OF LOW TO MEDIUM CL PLASTICITY, GRAVELLY CLAYS, (Liquid limit less than 50) SANDY CLAYS, SILTYY CLAYS, LEAN CLAYS FINE ORGANIC SILTS & ORGANIC SILTY CLAYS GRAINED OL SOILS OF LOW PLASTICITY

(More than half INORGANIC SILTS, MICACEOUS OR of material MH DIATOMACEOUS FINE SAND OR SILT is smaller than the #200 sieve) SILTS AND CLAYS INORGANIC CLAYS OF HIGH PLASTICITY, CH FAT CLAYS (Liquid limit greater than 50)

ORGANIC CLAYS & ORGANIC SILTS OH OF MEDIUM-TO-HIGH PLASTICITY

Note: Fine grained soils that plot within the hatched area on the Plasticity Chart, and coarse grained soils with beetween 5% and 12% passing No. 200 sieve require dual USCS symbols. (See KEY A-3 if provided)

KEY UNIFIED SOIL CLASSIFICATION SYSTEM

Roosevelt Street Improvement District RITOCH-Powell and Associates Drafted By: JF Project Number: Buckeye, Arizona C-1 Date: November 30, 2015 150004

LOG SYMBOLS

NON-STANDARD PENETRATION BULK / GRAB SAMPLE SPLIT SPOON SAMPLER (1.5-inch O.D. X 0.9-inch I.D.)

MODIFIED CALIFORNIA SAMPLER BDBGM SIZE CORE BARREL (2 inch inside diameter) (1.65-inch I.D.)

GRAB SAMPLE BW44 SIZE CORE BARREL (1.75-inch I.D.)

STANDARD PENETRATION HQ-3 SIZE CORE BARREL SPLIT SPOON SAMPLER (2.4-inch I.D.) (2.0-inch O.D. X 1.4-inch I.D.)

SHELBY TUBE (3 inch outside diameter)

WATER LEVEL (level after completion)

WATER LEVEL (level where first encountered)

GENERAL NOTES

1. Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be gradual.

2. No warranty is provided as to the continuity of soil or rock conditions beetween individual sample locations.

3. Logs represent general soil or rock conditions observed at the point of exploration on the date indicated.

4. In general, the Unified Soil Classification designations presented on the logs were based on visual classification in the field, modified where appropriate by visual classifications in the office, and/or laboratory gradation and index testing.

5. NA = Not Analyzed

KEY LOG KEY

Roosevelt Street Improvement District RITOCH-Powell and Associates Drafted By: JF Project Number: Buckeye, Arizona C-2 Date: November 30, 2015 150004

60 GRADATION CHART

SILTS AND CLAYS - REFER TO PLASTICITY CHART 50

E 40 0SIEV

0 GM & GC - SM & SC - REFER TO REFER TO 30 PLASTICITY CHART PLASTICITY CHART

20

10 BORDERLINE - REQUIRES DUAL SYMBOLS BORDERLINE - REQUIRES DUAL SYMBOLS

GW AND GP - REFER TO CC AND CU SW AND SP - REFER TO C C AND CU 10 20 30 40 50 60 70 80 90 100 PERCENT PASSING #4 SIEVE

PLASTICITY CHART 60

50 CH

40

CL

30

20 PLASTICITY INDEX PERCENT PASSING #2 OH or MH

10 CL-ML ML or OL

10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT

DEFINITIONS OF SOIL FRACTIONS SOIL FRACTION PARTICLE SIZE RANGE

Boulders Greater than 300mm (12in.) Cobbles 300mm to 75mm (12in. to 3in.) Coarse Gravel 75mm to 19mm (3in. to 3/4in.) Fine Gravel 19mm (3/4in.) to No. 4 sieve Coarse Sand No. 4 sieve to No. 10 sieve Medium Sand No. 10 sieve to No. 40 sieve Fine Sand No. 40 sieve to No. 200 sieve Fines less than No. 200 sieve

KEY CHARTS & DEFINITIONS

Roosevelt Street Improvement District RITOCH-Powell and Associates Drafted By: JF Project Number: Buckeye, Arizona C-3 Date: November 30, 2015 150004

TERMINOLOGY USED ON THE BORING LOGS TO DESCRIBE THE FIRMNESS, DENSITY, OR CONSISTENCY OF SOILS

The standard penetration resistance (N) in blows per foot is obtained by the ASTM D1586 procedure using 2" O.D., 1 3/8" I.D. samplers.

1. Terms for description of partially saturated and/or cemented soils including clays, cemented granular materials, silts and silty and clayey granular soils.

N Relative Firmness

0 - 4 Very soft

5 - 8 soft

9 - 15 Moderately firm

16 - 30 Firm

31 - 50 Very firm

51+ Hard

2. Terms for description of cohesionless, uncemented sands and sand-gravel mixtures.

N Relative Density

0 - 4 Very loose

5 - 10 Loose

11 - 30 Medium dense

31 - 50 Dense

51+ Very dense

3. Terms for description of clays which are saturated or near saturation.

N Relative Consistency

0 - 2 Very soft

3 - 4 soft

5 - 8 Moderately stiff

9 - 15 Stiff

16 - 30 Very Stiff

31+ Hard

KEY TERMINOLOGY USED TO DESCRIBE SOILS

Roosevelt Street Improvement District RITOCH-Powell and Associates Drafted By: JF Project Number: Buckeye, Arizona C-4 Date: November 30, 2015 150004

Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-1 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS SP Sand (SP), 8% coarse to fine grained gravel, 88% coarse to 3.7 25 5 4 fine grained sand, 4% silt, subangular, firm, low plasticity, light brown, moist, no cementation, weak reaction to HCl 3-6-10

5 40-50/5" 2.7 106 35 20 6 GM Silty Gravel (GM) with Sand, 40% coarse to fine grained gravel, 30% coarse to fine grained sand, 30% silt, angular, hard to very firm, low plasticity, light brown, moist, strong cementation, strong reaction to HCl 10 13-18-30

15 15 21-29-33 SC Clayey Sand (SC), 10% coarse to fine grained gravel, 50% coarse to fine grained sand, 40% clay, subangular, hard, low plasticity, light brown, moist, moderate to strong cementation, strong reaction to HCl

20 50/6"

25 29-50/5"

30 50/6" 30.5 Bottom of boring at 30 feet below existing ground surface. Bottom of sample at 30.5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-1 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-2 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS SC-SM Silty Clayey Sand (SC-SM), 9% coarse to fine grained gravel, 61% coarse to fine grained sand, 30% silt and clay, subangular, firm to very firm to hard, low plasticity, light brown, 3-6-10 2.8 22 4 30 moist, weak to moderate cementation, weak reaction to HCl

5 14-20-23

10 22-32 3.6 105

15 21-23-27

20 20 23-27-18 GM Silty Gravel (GM) with Sand, 40% coarse to fine grained gravel, 30% coarse to fine grained sand, 30% silt, angular, very firm to hard, low plasticity, light brown, moist, moderate to strong cementation, weak reaction to HCl

25 50/6" 25.5 Bottom of boring at 25 feet below existing ground surface. Bottom of sample at 25.5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-2 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-3 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 2.4 21 4 48 SC-SM Silty Clayey Sand (SC-SM), 7% coarse to fine grained gravel, 45% coarse to fine grained sand, 48% silt and clay, subangular, firm, low plasticity, light brown, moist, no 4-6-10 cementation, weak reaction to HCl

5 5 26-50/5.5" 3.1 118 GM Silty Gravel (GM) with Sand, 40% coarse to fine grained gravel, 40% coarse to fine grained sand, 20% silt, angular, hard, low plasticity, light brown, moist, weak cementation, weak reaction to HCl

10 23-34-50/5" 11.4 Bottom of boring at 10 feet below existing ground surface. Bottom of sample at 11.4 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-3 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-4 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 2.6 21 6 SC-SM37 Silty Clayey Sand (SC-SM), 5% coarse to fine grained gravel, 58% coarse to fine grained sand, 37% silt and clay, subangular, low plasticity, light brown, moist, weak cementation, weak reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-4 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-5 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 4.1 27 7 37 SC-SM Silty Clayey Sand (SC-SM), 8% coarse to fine grained gravel, 55% coarse to fine grained sand, 37% silt and clay, subangular, low plasticity, light brown, moist, weak cementation, weak reaction to HCl, fill material 4 SC-SM 5 Silty Clayey Sand (SC-SM), 10% coarse to fine grained gravel, 5 60% coarse to fine grained sand, 30% silt and clay, subangular, low plasticity, light brown, moist, weak cementation, weak reaction to HCl, native material Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-5 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-6 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 3.7 21 3 SM21 Silty Sand (SM) with gravel, 14% coarse to fine grained gravel, 65% coarse to fine grained sand, 21% silt, subangular, low plasticity, light brown, moist, weak cementation, weak reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-6 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-7 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 3.4 25 5 56 CL-ML Sandy Silty Clay (CL-ML), 3% coarse to fine grained gravel, 41% coarse to fine grained sand, 56% silt and clay, hard to very firm, low plasticity, light brown, moist, no cementation, 18-26-28 weak reaction to HCl, fill material

5 16-18-19 6 SM Silty Sand (SM), 10% coarse to fine grained gravel, 55% coarse to fine grained sand, 35% silt, subangular, very dense, low plasticity, light brown, moist, no cementation, weak reaction to HCl, native material 10 38-29 4.0 110 Note: weak cementation.

Note: moderate cementation. 15 25-35-31

20 50/3" Note: strong cementation with gravel.

Note: possible cobbles. 25 50/1"

30 30.2 50/2" Bottom of boring at 30 feet below existing ground surface. Bottom of sampler at 30.2 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-7 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-8 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 2.2 23 5 SC-SM29 Silty Clayey Sand (SC-SM), 3% coarse to fine grained gravel, 68% coarse to fine grained sand, 29% silt and clay, firm to hard, low plasticity, light brown, moist, no cementation, weak 11-14-16 reaction to HCl, fill material

5 38-44 3.5 102

10 Note: possible cobbles. 22-34-39 Note: weak to moderate to strong cementation, quartz nogules, light brown, dry

15 43-50/2"

20 28-24-50/4"

25 50/6" 25.5 Bottom of boring at 25 feet below existing ground surface. Bottom of sampler at 25.5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-8 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-9 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 3.3 24 4 SC-SM39 Silty Clayey Sand (SC-SM), 2% coarse to fine grained gravel, 59% coarse to fine grained sand, 39% silt and clay, subangular, low plasticity, light brown, moist, no to weak cementation, weak reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-9 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-10 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 3.0 25 5 SC-SM36 Silty Clayey Sand (SC-SM), 6% coarse to fine grained gravel, 58% coarse to fine grained sand, 36% silt and clay, subangular, low plasticity, light brown, moist, weak cementation, weak reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-10 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-11 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS Asphaltic Concrete (5.5-inches) 0.5 Aggregate Base Course (12-inches) 1.5 6.6 27 9 SC29 Clayey Sand (SC) with gravel, 16% coarse to fine grained 8-12-12 gravel, 55% coarse to fine grained sand, 29% clay, subangular, firm to very firm to hard to very firm to hard, low plasticity, medium brown, moist, white cemented nogules, 5 11-13 8.2 106 strong reaction to HCl

10 14-19-23 5.9 28 9 28 Note: grades to 6% fine grained gravel, 66% coarse to fine grained sand, 28% clay.

15 12-17-32

20 19-31-42 Note: grades to 15% fine grained gravel, 55% coarse to fine grained sand, 30% clay, medium brown, no plasticity, dry, moderate to strong cementation

25 12-27 3.7 111

30 24-36-50/5.5" 31.5 Bottom of boring at 30 feet below existing ground surface. Bottom of sampler at 31.5 feet below existing ground surface. Boring caved to 18 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-11 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-12 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS Asphaltic Concrete (5-inches) 0.4 Aggregate Base Course (11-inches) 1.3 SC-SM Silty Clayey Sand (SC-SM) with gravel, 15% coarse to fine 14-15-16 grained gravel, 60% coarse to fine grained sand, 25% silt and clay, subangular, very firm, low plasticity, light brown, moist, no cementation, strong reaction to HCl 5 5 4-4-5 1.6 NV NP SP-SM10 Sand with Silt (SP-SM) with gravel, 15% coarse to fine grained gravel, 75% coarse to fine grained sand, 10% silt, subangular, dense to loose to very dense, no plasticity, medium brown, moist, no to moderate to strong cementation, strong reaction to HCl

10 50/3"

15 50/4"

20 20.8 Bottom of boring at 20 feet below existing ground surface. Bottom of sampler at 20.8 feet below existing ground surface. Boring caved to 11.5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-12 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-13 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 1.4 19 4 SC-SM33 Silty Clayey Sand (SC-SM), 5% coarse to fine grained gravel, 62% coarse to fine grained sand, 33% silt and clay, subangular, firm to hard, low plasticity, medium brown, moist, 11-11-13 no cementation, no reaction to HCl

5 24-31-30 Note: moderate to strong cementation, strong reaction to HCl

10 50/5" 5.1 92

15 29-50/5"

20

21.5 Bottom of boring at 20 feet below existing ground surface. Bottom of sampler at 20.8 feet below existing ground surface. Boring caved to 11.5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-13 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-14 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 1.2 NV NP 10 SP-SM Sand with Silt (SP-SM), 17% coarse to fine grained gravel, 73% coarse to fine grained sand, 10% silt, angular, medium dense, non-plastic, light brown, dry, no cementation, no 5-7 1.8 109 reaction to HCl

5 5 3-6-9 2.1 19 4 23 SC-SM Silty Clayey Sand (SC-SM), 7% coarse to fine grained gravel, 70% coarse to fine grained sand, 23% silt and clay, subangular, firm to hard, low plasticity, medium brown, moist, no to moderate cementation, strong reaction to HCl

10 3-10-11

15 17-50/5"

20 34-50/4" 20.8 Bottom of boring at 20 feet below existing ground surface. Bottom of sampler at 20.8 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-14 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-15 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 7-9-10 SC-SM Silty Clayey Sand (SC-SM), 10% coarse to fine grained gravel, 60% coarse to fine grained sand, 30% silt and clay, subangular, medium dense, low plasticity, light brown, moist, weak cementation, weak reaction to HCl

5 5 8-13-19 ML Sandy Silt (ML), 5% coarse to fine grained gravel, 40% coarse to fine grained sand, 55% silt, very firm, low plasticity, medium brown, moist, no cementation, no reaction to HCl 8 SM Silty Sand (SM), 5% coarse to fine grained gravel, 60% coarse to fine grained sand, 35% silt, subangular, hard, low plasticity, 10 light brown, moist, weak to moderate cementation, strong 19-50/3" reaction to HCl

15 28-50/4" 4.6 35 12 43

20 29-39-50/4"

25 25 35-36-42 GM Silty Gravel (GM) with Sand, 40% coarse to fine grained gravel, 30% coarse to fine grained sand, 30% silt, angular, very dense, no plasticity, medium brown, moist, strong cementation, no reaction to HCl

30 30-50/4" 30.8 Bottom of boring at 30 feet below existing ground surface. Bottom of sampler at 30.8 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-15 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-16 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS SM Silty Sand (SM), 15% coarse to fine grained gravel, 60% coarse to fine grained sand, 25% silt, subangular, medium dense, no plasticity, medium brown, moist, no cementation, weak reaction to HCl

5 4-4-7

10 10 21-34-35 SM Silty Sand (SM) with gravel, 25% coarse to fine grained gravel, 45% coarse to fine grained sand, 30% silt, subangular, very dense, no plasticity, light brown, moist, weak cementation, strong reaction to HCl

15 14-30-22

20 17-24-26 Note: low plasticity and moderate cementation.

25 50/6" Note: strong cementation and strong reaction to HCl

30 30.2 50/2" Bottom of boring at 30 feet below existing ground surface. Bottom of sampler at 30.2 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-16 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-17 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 2.5 21 3 SM21 Silty Sand (SM), 7% coarse to fine grained gravel, 72% coarse to fine grained sand, 21% silt, subangular, low plasticity, medium to light brown, moist, no to strong cementation, weak to strong reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-17 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-18 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 3.5 23 4 SC-SM35 Silty Clayey Sand (SC-SM), 4% coarse to fine grained gravel, 61% coarse to fine grained sand, 35% silt and clay, subangular, low plasticity, medium to light brown, moist, no to weak cementation, weak reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-18 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-19 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 1.4 NV NP SM20 Silty Sand (SM), 8% coarse to fine grained gravel, 72% coarse to fine grained sand, 20% silt, subangular, no plasticity, light brown, moist, moderate cementation, strong reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-19 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-20 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 5.0 29 8 SC18 Clayey Sand (SC), 29% coarse to fine grained gravel, 54% coarse to fine grained sand, 17% clay, subangular, low plasticity, medium to light brown, moist, weak cementation, strong reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-20 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-21 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 2.0 20 2 SM19 Silty Sand (SM), 10% coarse to fine grained gravel, 71% coarse to fine grained sand, 19% silt, subangular, low plasticity, medium to light brown, moist, weak cementation, weak to strong reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-21 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-22 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 2.9 21 3 SM22 Silty Sand (SM), 6% coarse to fine grained gravel, 72% coarse to fine grained sand, 22% silt, subangular, low plasticity, medium to light brown, moist, strong cementation, strong reaction to HCl

5 5 Bottom of boring at 5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-22 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT) Project Name: Roosevelt Street Improvement District Client: RITOCH-Powell & Associates

Borehole Location: See Sample Location Plan Sheet 1 of 1

Borehole Number: B-23 Driller: D&S Drilling Logger: J Floyd

Drilling Equipment: CME-45 Borehole 6 5/8 Date Started: 11/2/15 Date Finished: 11/2/15 Diameter (in.): Elevation Ground: and Datum: Notes:

MATERIAL DESCRIPTION REMARKS STANDARD PENETRATION TEST LIMIT LIQUID INDEX PLASTICITY GRAPHIC LOG GRAPHIC DEPTH (ft) DEPTH OPERATION DRILL SAMPLE (%) CONTENT MOISTURE DENSITY (pcf) DRY (ft) DEPTH SPT PILL (%) -200 CLASSIFICATION USCS 2-3 2.3 107 24 4 SC-SM34 Silty Clayey Sand (SC-SM), 6% coarse to fine grained gravel, 2.6 60% coarse to fine grained sand, 34% silt, angular, soft to hard, low plasticity, medium to light brown, moist, no to strong cementation, weak to strong reaction to HCl

5 26-50/3"

10 50/4"

15 17-50/5"

20 27-29-38 21.5 Bottom of boring at 20 feet below existing ground surface. Bottom of sampler at 21.5 feet below existing ground surface. No groundwater encountered.

Sampler Split Operation Penetrometer Auger Types: Spoon Types: WATER LEVEL OBSERVATIONS Mud Shelby Vane Shear Air Rotary While Drilling N/A ft Upon Completion of Drilling N/A ft Rotary Time After Drilling Bulk Core N/A N/A N/A N/A California Sample Barrel Depth To Water (ft) N/A N/A N/A N/A Grab Excavated Test Pit Remarks: Not Encountered Sample Pit ATEK Project Number: LOG OF EXPLORATORY BORING B-23 Fig. 150004 ROOSEVELT STREET IMPROVEMENT DISTRICT.GPJ ` J Floyd 12-10-15 ` ` ATEK BORING (W/REMARKS-SH#-SAME FIG#) ` Revised 10-14-11 (MAT)

APPENDIX D Laboratory Test

APPENDIX D LABORATORY TESTING ______

LABORATORY TESTS Laboratory tests were performed on selected samples to aid in soil classification and to evaluate physical properties of the soils, which may affect the Geotechnical aspects of project design and construction. A description of the laboratory testing program is presented below.

Sieve Analysis Sieve analyses were performed to evaluate the gradation characteristics of the material and to aid in soil classification. Tests were performed in general accordance with ASTM Test Method C 136 and D 2487.

Atterberg Limits Atterberg Limits tests were performed to aid in soil classification and to evaluate the plasticity characteristics of the material. Additionally, test results were correlated to published data to evaluate the shrink/swell potential of near-surface site soils. Tests were performed in general accordance with ASTM Test Method D 4318.

Moisture Content Moisture content tests were performed to evaluate moisture-conditioning requirements during site preparation and earthwork grading. Moisture content was evaluated in general accordance with ASTM Test Method D 2216.

Undisturbed Ring Density Undisturbed ring density tests were performed on ring samples to evaluate the in-situ density and moisture content of the site soils. Test procedures were in general accordance with ASTM Test Method D 2937. pH and Resistivity pH and resistivity tests were performed on the bulk soil sample to evaluate the site soil corrosion potential. Test procedure was in general accordance with Arizona Test Method 236.

R-Value Resistance R-value test were performed to evaluate potential strength of subgrade site soils. R-value tests were performed in general accordance with ASTM Test Method D 2844.

Standard Proctor Proctor test was performed on a bulk soil sample to evaluate the optimum moisture and maximum dry density of the site soils. Test procedures were in general accordance with ASTM Test Method D 698A.

PROJECT: Roosevelt Street Improvement District PROJECT NO: 150004 LOCATION: Buckeye, Arizona WORK ORDER NO: 1511473 DATE SAMPLED: 11/2/2015 REVIEWED BY: J Floyd MECHANICAL SIEVE ANALYSIS GROUP SYMBOL, USCS (ASTM D-2487) SIEVE SIZES COBBLES GRAVEL SAND Silt or Coarse Fine Coarse Medium Fine Clay Location & Depth USCS LL PL PI 6" 4" 3" 2" 1 1/2" 1 1/4" 1" 3/4" 1/2" 3/8" 1/4" #4 #8 #10 #16 #30 #40 #50 #100 #200 Lab # PERCENT PASSING BY WEIGHT Bulk Sample B-1 @ 0'-5' SP 25 20 5 100 100 100 100 100 100 100 99 97 96 94 92 79 74 59 41 32 24 12 4.1 1 Bulk Sample B-2 @ 0'-5' SC-SM 22 18 4 100 100 100 100 100 100 100 99 97 96 93 91 84 81 73 61 55 49 39 30 8 Bulk Sample B-3 @ 0'-5' SC-SM 21 17 4 100 100 100 100 100 100 100 100 99 98 95 93 87 85 79 72 67 63 55 48 14 Bulk Sample B-4 @ 0'-5' SC-SM 21 15 6 100 100 100 100 100 100 100 100 99 99 97 95 88 85 77 67 62 57 47 37 18 Bulk Sample B-5 @ 0'-5' SC-SM 27 20 7 100 100 100 100 100 100 100 99 97 97 94 92 88 86 80 71 65 59 47 37 19 Bulk Sample B-6 @ 0'-5' SM 21 18 3 100 100 100 100 100 100 100 99 97 94 90 86 76 73 64 50 25 35 25 21 20 Bulk Sample B-7 @ 0'-5' CL-ML 25 20 5 100 100 100 100 100 100 99 99 98 98 97 97 94 93 89 82 78 73 61 56 21 Bulk Sample B-8 @ 0'-5' SC-SM 23 18 5 100 100 100 100 100 100 100 100 99 99 98 97 91 89 81 71 64 56 40 29 26 Bulk Sample B-9 @ 0'-5' SC-SM 24 20 4 100 100 100 100 100 100 100 100 100 100 99 98 93 91 83 72 65 59 48 39 31 Bulk Sample B-10 @ 0'-5' SC-SM 25 20 5 100 100 100 100 100 100 99 98 97 97 95 94 86 83 81 66 61 56 46 36 32 Bulk Sample B-11 @ 1.5'-5' SC 27 18 9 100 100 100 100 100 100 100 99 96 93 88 84 76 73 63 52 47 43 36 29 33 SPT Sample B-11 @ 10'-11.5' SC 28 19 9 100 100 100 100 100 100 100 100 99 99 96 94 84 81 72 59 52 45 35 28 36 SPT Sample B-12 @ 5'-6.5' SP-SM NV NP NP 100 100 100 100 100 100 96 94 91 91 87 85 73 70 57 40 31 24 15 10 42 Bulk Sample B-13 @ 0'-5' SC-SM 19 15 4 100 100 100 100 100 100 100 100 99 98 97 95 88 85 77 68 62 56 44 33 45 Bulk Sample B-14 @ 0'-5' SP-SM NV NP NP 100 100 100 100 100 100 100 100 98 96 89 83 63 58 45 32 27 22 15 10 51 SPT Sample B-14 @ 5'-6.5' SC-SM 19 15 4 100 100 100 100 100 100 100 100 98 97 95 93 85 82 71 56 48 41 30 23 53 SPT Sample B-15 @ 20'-21.3' SC 35 23 12 100 100 100 100 100 89 89 89 89 88 88 87 81 79 72 65 62 58 51 43 60 Bulk Sample B-17 @ 0'-5' SM 21 18 3 100 100 100 100 100 100 100 100 98 97 95 93 82 78 67 52 44 38 28 21 69 Bulk Sample B-18 @ 0'-5' SC-SM 23 19 4 100 100 100 100 100 100 100 100 99 99 97 96 93 92 87 79 74 68 56 35 70 Bulk Sample B-19 @ 0'-5' SM NV NP NP 100 100 100 100 100 100 99 99 97 96 94 92 83 80 68 53 45 38 28 20 71 Bulk Sample B-20 @ 0'-5' SC 29 21 8 100 100 100 100 100 98 97 94 88 83 77 71 63 60 50 40 35 31 24 18 72 Bulk Sample B-21 @ 0'-5' SM 20 18 2 100 100 100 100 100 100 98 97 96 95 92 90 83 79 67 50 43 36 26 19 73 Bulk Sample B-22 @ 0'-5' SM 21 18 3 100 100 100 100 100 100 100 100 99 98 96 94 86 82 71 55 47 40 30 22 74 Bulk Sample B-23 @ 0'-5' SC-SM 24 20 4 100 100 100 100 100 100 100 100 99 99 96 94 85 82 72 62 58 53 44 34 75

This is a summarized report of the referenced procedures and does not include all reporting requirements. Additional data can be provided at client's request.

111 South Weber Drive, Suite1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 PROJECT: Roosevelt Street Improvement District PROJECT NO: 150004 LOCATION: Buckeye, Arizona WORK ORDER NO: 1511473 MATERIAL: Native LAB NO: 1 SAMPLE SOURCE: Bulk Sample B-1 @ 0'-5' SAMPLE DATE: 11/2/2015

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING STANDARD EFFORT (12,400ft-lb-ft/cu.ft) (ASTMD698A)

English Metric (pcf) (kg/ cu.m.) Maximum dry density: 120.4 1929 Optimum moisture (%): 12.4 12.4

123

122

121

120

119

118

117

116 Dry Density Density (pcf)Dry 115

114 ZAV Curve 2.65 SPG 113 Assumed

112 7 8 9 1011121314151617 Moisture (%)

NOTES: - The zero air void curve represents a specific gravity of: 2.65 (assumed). - This is a summarized report of the referenced procedures and does not include all reporting requirements. Additional data can be provided at clients request.

Reviewed by: J Floyd

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 PROJECT: Roosevelt Street Improvement District PROJECT NO: 150004 LOCATION: Buckeye, Arizona WORK ORDER NO: 1511473 MATERIAL: Native LAB NO: 18 SAMPLE SOURCE: Bulk Sample B-4 @ 0'-5' SAMPLE DATE: 11/2/2015

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING STANDARD EFFORT (12,400ft-lb-ft/cu.ft) (ASTMD698A)

English Metric (pcf) (kg/ cu.m.) Maximum dry density: 125.1 2004 Optimum moisture (%): 10.1 10.1

127

126

125

124

123

122

121

Dry Density Density (pcf)Dry 120

119 ZAV Curve 2.65 SPG 118 Assumed

117 56789101112131415 Moisture (%)

NOTES: - The zero air void curve represents a specific gravity of: 2.65 (assumed). - This is a summarized report of the referenced procedures and does not include all reporting requirements. Additional data can be provided at clients request.

Reviewed by: J Floyd

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 PROJECT: Roosevelt Street Improvement District PROJECT NO: 150004 LOCATION: Buckeye, Arizona WORK ORDER NO: 1511473 MATERIAL: Native LAB NO: 21 SAMPLE SOURCE: Bulk Sample B-7 @ 0'-5' SAMPLE DATE: 11/2/2015

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING STANDARD EFFORT (12,400ft-lb-ft/cu.ft) (ASTMD698A)

English Metric (pcf) (kg/ cu.m.) Maximum dry density: 115.4 1849 Optimum moisture (%): 13.2 13.2

118 117 116 115 114 113 112 111 110 109 Dry Density Density (pcf)Dry 108 107 106 ZAV Curve 2.65 SPG Assumed 105 104 10 11 12 13 14 15 16 17 18 19 20 Moisture (%)

NOTES: - The zero air void curve represents a specific gravity of: 2.65 (assumed). - This is a summarized report of the referenced procedures and does not include all reporting requirements. Additional data can be provided at clients request.

Reviewed by: J Floyd

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 PROJECT: Roosevelt Street Improvement District PROJECT NO: 150004 LOCATION: Buckeye, Arizona WORK ORDER NO: 1511473 MATERIAL: Native LAB NO: 32 SAMPLE SOURCE: Bulk Sample B-10 @ 0'-5' SAMPLE DATE: 11/2/2015

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING STANDARD EFFORT (12,400ft-lb-ft/cu.ft) (ASTMD698A)

English Metric (pcf) (kg/ cu.m.) Maximum dry density: 119.3 1911 Optimum moisture (%): 13.0 13.0

121

120

119

118

117

116

115

Dry Density Density (pcf)Dry 114

113 ZAV Curve 2.65 SPG 112 Assumed

111 8 9 10 11 12 13 14 15 16 17 Moisture (%)

NOTES: - The zero air void curve represents a specific gravity of: 2.65 (assumed). - This is a summarized report of the referenced procedures and does not include all reporting requirements. Additional data can be provided at clients request.

Reviewed by: J Floyd

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 PROJECT: Roosevelt Street Improvement District PROJECT NO: 150004 LOCATION: Buckeye, Arizona WORK ORDER NO: 1511473 MATERIAL: Native LAB NO: 51 SAMPLE SOURCE: Bulk Sample B-14 @ 0'-5' SAMPLE DATE: 11/2/2015

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING STANDARD EFFORT (12,400ft-lb-ft/cu.ft) (ASTMD698A)

English Metric (pcf) (kg/ cu.m.) Maximum dry density: 127.9 2048 Optimum moisture (%): 9.1 9.1

130

129

128

127

126

125 Dry Density Density (pcf)Dry 124 ZAV Curve 2.65 SPG 123 Assumed

122 56789101112131415 Moisture (%)

NOTES: - The zero air void curve represents a specific gravity of: 2.65 (assumed). - This is a summarized report of the referenced procedures and does not include all reporting requirements. Additional data can be provided at clients request.

Reviewed by: J Floyd

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 PROJECT: Roosevelt Street Improvement District PROJECT NO: 150004 LOCATION: Buckeye, Arizona WORK ORDER NO: 1511473 MATERIAL: Native LAB NO: 70 SAMPLE SOURCE: Bulk Sample B-18 @ 0'-5' SAMPLE DATE: 11/2/2015

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING STANDARD EFFORT (12,400ft-lb-ft/cu.ft) (ASTMD698A)

English Metric (pcf) (kg/ cu.m.) Maximum dry density: 124.6 1997 Optimum moisture (%): 9.1 9.1

126

125

124

123

122

121

120

Dry Density Density (pcf)Dry 119

118 ZAV Curve 2.65 SPG 117 Assumed

116 56789101112131415 Moisture (%)

NOTES: - The zero air void curve represents a specific gravity of: 2.65 (assumed). - This is a summarized report of the referenced procedures and does not include all reporting requirements. Additional data can be provided at clients request.

Reviewed by: J Floyd

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 PROJECT: Roosevelt Street Improvement District PROJECT NO: 150004 LOCATION: Buckeye, Arizona WORK ORDER NO: 1511473 MATERIAL: Native LAB NO: 72 SAMPLE SOURCE: Bulk Sample B-20 @ 0'-5' SAMPLE DATE: 11/2/2015

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING STANDARD EFFORT (12,400ft-lb-ft/cu.ft) (ASTMD698A)

English Metric (pcf) (kg/ cu.m.) Maximum dry density: 126.3 2022 Optimum moisture (%): 10.8 10.8

128

127

126

125

124

123

122

121 Dry Density Density (pcf)Dry 120

119 ZAV Curve 2.65 SPG 118 Assumed

117 56789101112131415 Moisture (%)

NOTES: - The zero air void curve represents a specific gravity of: 2.65 (assumed). - This is a summarized report of the referenced procedures and does not include all reporting requirements. Additional data can be provided at clients request.

Reviewed by: J Floyd

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 PROJECT: Roosevelt Street Improvement District PROJECT NO: 150004 LOCATION: Buckeye, Arizona WORK ORDER NO: 1511473 MATERIAL: Native LAB NO: 75 SAMPLE SOURCE: Bulk Sample B-23 @ 0'-5' SAMPLE DATE: 11/2/2015

LABORATORY COMPACTION CHARACTERISTICS OF SOILS USING STANDARD EFFORT (12,400ft-lb-ft/cu.ft) (ASTMD698A)

English Metric (pcf) (kg/ cu.m.) Maximum dry density: 126.7 2029 Optimum moisture (%): 9.8 9.8

129

128

127

126

125

124

123

Dry Density Density (pcf)Dry 122

121 ZAV Curve 2.65 SPG 120 Assumed

119 4567891011121314 Moisture (%)

NOTES: - The zero air void curve represents a specific gravity of: 2.65 (assumed). - This is a summarized report of the referenced procedures and does not include all reporting requirements. Additional data can be provided at clients request.

Reviewed by: J Floyd

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 PROJECT: Roosevelt Street Improvement District PROJECT: 150004 LOCATION: Buckeye, Arizona WORK ORDER: 1511473 SAMPLE DATE: 11/2/2015 REVIEWED BY: J Floyd

DENSITY OF SOIL IN PLACE BY THE DRIVE-CYLINDER METHOD -- ASTM D 2937

MOISTURE WET WET DRY MOISTURE WEIGHT WEIGHT DRY WEIGHT WEIGHT CONTENT # OF + RINGS OF RINGS DENSITY LAB # SAMPLE SOURCE (g) (g) RINGS (g) (g) (pcf)

3 B-1 @ 5'-5.9' 790.4 769.6 2.7% 6 1054.1 263.7 106.2 11 B-2 @ 10'-11' 659.1 636.1 3.6% 5 878.2 219.1 105.3 16 B-3 @ 5'-5.9' 878.0 851.3 3.1% 6 1138.9 260.9 117.5 24 B-7 @ 10'-11' 691.5 664.6 4.0% 5 913.0 221.5 110.1 28B-8 @ 5'-6' 510.4 493.2 3.5% 4 682.2 171.8 102.1 35B-11 @ 5'-6' 693.0 640.5 8.2% 5 920.0 227.0 106.1 39B-11 @ 25'-26' 836.7 806.8 3.7% 6 1111.3 274.6 111.3 48B-13 @ 10'-10.4' 464.5 442.0 5.1% 4 637.5 173.0 91.5 52B-14 @ 2'-3' 400.1 393.2 1.8% 3 533.8 133.7 108.5 76B-23 @ 5'-6' 530.8 517.2 2.6% 4 706.6 175.8 107.1

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 Project: Roosevelt Street Improvement District Project Number: 150004 Location: Buckeye, Arizona Work Order Number: 1511473 Client: RITOCH-Powell & Associates Lab Number: See Below Material: See Below Date Sampled: 11/02/15 Sample Source: See Below

Swell Potential of Soil ASTM D4546

Sample Number Sample Source Swell (%)

18 Bulk Sample B-4 @ 0'-5' 0.6 21 Bulk Sample B-7 @ 0'-5' 3.7 32 Bulk Sample B-10 @ 0'-5' 0.2 51 Bulk Sample B-41 @ 0'-5' 0.2 70 Bulk Sample B-18 @ 0'-5' 0.4 72 Bulk Sample B-20 @ 0'-5' 0.9 75 Bulk Sample B-23 @ 0'-5' 0.0

Note: Remolded Samples were subjected to a 100 psf surcharge @ 2% below optimum.

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658 Project: Roosevelt Street Improvement District Project Number: 150004 Location: Buckeye, Arizona Work Order Number: 1511473 Client: RITOCH-Powell and Associates Lab Number: See Below Material: See Below Date Sampled: 11/02/15 Sample Source: See Below

pH & Resistivity (AZ 236)

Sample Number Sample Source Resistivity pH (Ohm-cm)

1 Bulk Sample B-1 @ 0'-5' 1,010 8.6 8 Bulk Sample B-2 @ 0'-5' 2,620 7.5 14 Bulk Sample B-3 @ 0'-5' 4,090 8.6 19 Bulk Sample B-5 @ 0'-5' 1,070 8.1 21 Bulk Sample B-7 @ 0'-5' 1,880 8.1 31 Bulk Sample B-9 @ 0'-5' 1,540 8.0 45 Bulk Sample B-13 @ 0'-5' 5,100 7.4 51 Bulk Sample B-14 @ 0'-5' 1,680 7.8 70 Bulk Sample B-18 @ 0'-5' 3,360 7.5

111 South Weber Drive, Suite 1 p 480.659.8065 Chandler, AZ 85226 www.atekec.com f 480.656.9658

APPENDIX E Shrink/Swell Determination

SHRINK/SWELL DETERMINATION SUMMARY SHEET

Test Location Nuclear Density ASTM 698 A Proctor Gravel Corrected Corrected Shrink (-) Swell (+)

Roadway Station Off-Set Dry Density Moisture Optimum Maximum Retained Optimum Maximum @ 95%

Segment (ft) (ft) Reading Reading Moisture Dry Density #4 Moisture Dry Density Compaction 3 3 3 (R/L) (lb/ft ) (%) (%) (lb/ft ) (%) (%) (lb/ft ) (%)

60+00 0.0 115.1 2.1 12.4 120.4 8 11.5 122.2 -1

51+00 0.0 110.1 2.0 10.1 125.1 9 9.3 126.7 -9

45+00 0.0 112.8 1.8 10.1 125.1 7 9.5 126.4 -6

37+00 0.0 115.5 2.2 10.1 125.1 5 9.6 126.0 -4

137+50 0.0 109.1 3.6 10.1 125.1 8 9.4 126.6 -9 Roosevelt Street 126+00 0.0 106.6 1.8 10.1 125.1 14 8.8 127.6 -12

116+00 0.0 103.9 2.8 13.2 115.4 3 12.8 116.2 -6

107+00 0.0 109.3 2.3 10.1 125.1 3 9.8 125.6 -8

99+00 0.0 100.1 0.8 10.1 125.1 2 9.9 125.5 -16

90+00 0.0 88.7 3.7 13.0 119.3 6 12.3 120.7 -23

19+00 20 L 115.8 2.9 9.1 127.9 15 7.9 130.2 -6

28+00 0.0 106.6 2.4 9.1 127.9 5 8.7 128.7 -13

211th Avenue 35+50 0.0 116.1 2.7 9.1 127.9 17 7.7 130.5 -6

52+00 0.0 114.4 2.2 9.1 127.9 7 8.5 129.0 -7

60+00 0.0 119.0 1.5 9.1 124.6 4 8.8 125.3 0

20+00 400 L 100.1 1.7 9.8 126.7 6 9.3 127.7 -17

10+20 0.0 119.3 3.3 10.8 126.3 6 10.2 127.3 -1

19+50 0.0 122.3 2.3 10.8 126.3 10 9.8 128.0 1 Van Buren Street 28+50 0.0 118.4 3.0 10.8 126.3 29 8.0 131.2 -5

37+50 0.0 114.2 1.7 10.8 126.3 8 10.0 127.7 -6

46+20 0.0 118.6 3.8 10.8 126.3 16 9.2 129.0 -3

Reviewed by: Table #

Roosevelt Street Improvement District

111 South Weber Drive, Suite 1 Project No.: 150004 A. Ortega Chandler, AZ 85226 Prepared by: J Floyd

APPENDIX F Subgrade Acceptance Chart

SUBGRADE ACCEPTANCE CHART

50

45

40

35

30

25

20

PLASTICITY INDEX PLASTICITY UNACCEPTABLE 15

10

5 ACCEPTABLE 0 0 20406080100

PERCENT PASSING NO. 200 SIEVE

APPENDIX G Pavement Design

Flexible Pavement Design (AASHTO)

Project Name: Roosevelt Street Improvement District Project Number: 150004 Client: RITOCH-Powell and Associates Location: Buckeye, Arizona Design Section: Collector (ESAL Based) Engineer: J Floyd Date: 11/18/2015

Flexible Pavement Structural Design:

Resilient Modulus (psi) 26,000 Subbase Type AB Subbase Thickness (inches) 8.0 Asphaltic Concrete Thickness (inches) 3.00 Structural Number 2.41 Performance (years) 20.0 Allowable 18-kip ESAL Repetition 2,178,787

Design Parameters:

Standard Normal Deviate -1.282 Combined Standard error 0.40 Design Serviceability Loss 1.5 Desired Level of Reliability (percent) 90.0 Asphaltic Concrete Layer Coefficient 0.44 Subbase Layer Coefficient 0.14

1 Flexible Pavement Design (AASHTO)

Project Name: Roosevelt Street Improvement District Project Number: 150004 Client: RITOCH-Powell and Associates Location: Buckeye, Arizona Design Section: Collector (Town of Buckeye Minimum) Engineer: J Floyd Date: 11/18/2015

Flexible Pavement Structural Design:

Resilient Modulus (psi) 26,000 Subbase Type AB Subbase Thickness (inches) 10.0 Asphaltic Concrete Thickness (inches) 4.50 Structural Number 3.38 Performance (years) 20.0 Allowable 18-kip ESAL Repetition 15,200,000

Design Parameters:

Standard Normal Deviate -1.282 Combined Standard error 0.40 Design Serviceability Loss 1.5 Desired Level of Reliability (percent) 90.0 Asphaltic Concrete Layer Coefficient 0.44 Subbase Layer Coefficient 0.14

2 Flexible Pavement Design (AASHTO)

Project Name: Roosevelt Street Improvement District Project Number: 150004 Client: RITOCH-Powell and Associates Location: Buckeye, Arizona Design Section: Arterial (ESAL Based) Engineer: J Floyd Date: 11/18/2015

Flexible Pavement Structural Design:

Resilient Modulus (psi) 26,000 Subbase Type AB Subbase Thickness (inches) 4.0 Asphaltic Concrete Thickness (inches) 5.00 Structural Number 2.67 Performance (years) 20.0 Allowable 18-kip ESAL Repetition 3,949,052

Design Parameters:

Standard Normal Deviate -1.282 Combined Standard error 0.40 Design Serviceability Loss 1.5 Desired Level of Reliability (percent) 90.0 Asphaltic Concrete Layer Coefficient 0.44 Subbase Layer Coefficient 0.14

1 Flexible Pavement Design (AASHTO)

Project Name: Roosevelt Street Improvement District Project Number: 150004 Client: RITOCH-Powell and Associates Location: Buckeye, Arizona Design Section: Arterial (Town of Buckeye Minimum) Engineer: J Floyd Date: 11/18/2015

Flexible Pavement Structural Design:

Resilient Modulus (psi) 26,000 Subbase Type AB Subbase Thickness (inches) 12.0 Asphaltic Concrete Thickness (inches) 6.00 Structural Number 4.32 Performance (years) 20.0 Allowable 18-kip ESAL Repetition 66,000,000

Design Parameters:

Standard Normal Deviate -1.282 Combined Standard error 0.40 Design Serviceability Loss 1.5 Desired Level of Reliability (percent) 90.0 Asphaltic Concrete Layer Coefficient 0.44 Subbase Layer Coefficient 0.14

2