J01b - Specification Manual WRAOB 2023.04.06.pdf

Project PH15WR02H8

Whiteriver Administration Office

Building

(WRAOB)

200 W Hospital Dr

Whiteriver, AZ 85941

SPECIFICATION MANUAL

Final Construction Documents

November 03, 2022

ARCHITECT

JOHNSON SMITTHIPONG & ROSAMOND ASSOCIATES, INC.

TUCSON, ARIZONA

rharrington Text Box

(REVISED 04.06.2023)

PH15WR02H8 Table of Contents TOC - 1

FINAL CONSTRUCTION DOCUMENTS

11/03/2022

WHITERIVER ADMINISTRATION

OFFICE BUILDING

TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 013132 - GEOTECHNICAL DATA

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 013200 - CONSTRUCTION PROGRESS DOCUMENTATION

SECTION 013233 - PHOTOGRAPHIC DOCUMENTATION

SECTION 013300 - SUBMITTAL PROCEDURES

SECTION 013526 - GOVERNMENT SAFETY REQUIREMENTS

SECTION 014200 - REFERENCES

SECTION 014500 - QUALITY CONTROL

SECTION 015000 - TEMPORARY FACILITIES AND CONTROLS

SECTION 016000 - PRODUCT REQUIREMENTS

SECTION 017329 - CUTTING AND PATCHING

SECTION 017700 - CLOSEOUT PROCEDURES

SECTION 017823 - OPERATION AND MAINTENANCE DATA

SECTION 017836 - WARRANTIES

SECTION 017839 - PROJECT RECORD DOCUMENTS

DIVISION 02 - EXISTING CONDITIONS

SECTION 024116 - STRUCTURE DEMOLITION

DIVISION 03 - CONCRETE

SECTION 033000 - CAST-IN-PLACE CONCRETE

DIVISION 04 - MASONRY

SECTION 042200 - CONCRETE UNIT MASONRY

SECTION 044313.16 - ADHERED STONE MASONRY VENEER

DIVISION 05 - METALS

SECTION 051200 - STRUCTURAL STEEL FRAMING

SECTION 055000 - METAL FABRICATIONS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

SECTION 061000 - ROUGH CARPENTRY

SECTION 061600 - SHEATHING

SECTION 061753 - SHOP-FABRICATED WOOD TRUSSES

SECTION 061800 - GLUED-LAMINATED CONSTRUCTION

SECTION 064116 - PLASTIC-LAMINATE-CLAD ARCHITECTURAL

CABINETS

PH15WR02H8 Table of Contents TOC - 2

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

SECTION 072100 - THERMAL INSULATION

SECTION 072419 - WATER-DRAINAGE EXTERIOR INSULATION AND

FINISH SYSTEM (EIFS)

SECTION 072600 - VAPOR RETARDERS

SECTION 074113.16 - STANDING-SEAM METAL ROOF PANELS

SECTION 074213.13 - FORMED METAL WALL PANELS

SECTION 075419 - POLYVINYL-CHLORIDE (PVC) ROOFING

SECTION 076200 - SHEET METAL FLASHING AND TRIM

SECTION 077200 - ROOF ACCESSORIES

SECTION 079200 - JOINT SEALANTS

DIVISION 08 - OPENINGS

SECTION 081113 - HOLLOW METAL DOORS AND FRAMES

SECTION 081416 - FLUSH WOOD DOORS

SECTION 083113 - ACCESS DOORS AND FRAMES

SECTION 083313 - COILING COUNTER DOORS

SECTION 084113 - ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

SECTION 087100 - DOOR HARDWARE

SECTION 087113 - AUTOMATIC DOOR OPERATORS

SECTION 088000 - GLAZING

DIVISION 09 - FINISHES

SECTION 092216 - NON-STRUCTURAL METAL FRAMING

SECTION 092900 - GYPSUM BOARD

SECTION 093013 - CERAMIC TILING

SECTION 095113 - ACOUSTICAL PANEL CEILINGS

SECTION 096513 - RESILIENT BASE AND ACCESSORIES

SECTION 096519 - RESILIENT TILE FLOORING

SECTION 096813 - TILE CARPETING

SECTION 099000 - PAINTING

DIVISION 10 - SPECIALTIES

SECTION 101100 - VISUAL DISPLAY UNITS

SECTION 101423 - PANEL SIGNAGE

SECTION 102113.19 - PLASTIC TOILET COMPARTMENTS

SECTION 102123 - CUBICLE CURTAINS AND TRACK

SECTION 102239 - FOLDING PANEL PARTITIONS

SECTION 102600 - WALL AND DOOR PROTECTION

SECTION 102800 - TOILET, BATH, AND LAUNDRY ACCESSORIES

SECTION 104413 - FIRE PROTECTION CABINETS

SECTION 104416 - FIRE EXTINGUISHERS

DIVISION 11 - EQUIPMENT

SECTION 113100 - RESIDENTIAL APPLIANCES

SECTION 115213 - PROJECTION SCREENS

(REVISED 04.06.2023)

rharrington Text Box

(REVISED 04.06.2023)

rharrington

PH15WR02H8 Table of Contents TOC - 3

DIVISION 12 - FURNISHINGS

SECTION 122413 - ROLLER WINDOW SHADES

SECTION 123623.13 - PLASTIC-LAMINATE-CLAD COUNTERTOPS

SECTION 123661.16 - SOLID SURFACING COUNTERTOPS

SECTION 124816 - ENTRANCE FLOOR GRILLES

DIVISION 14 - CONVEYING EQUIPMENT

SECTION 146500 - JIB CRANE

DIVISION 21 - FIRE SUPPRESSION

SECTION 210000 - SUPPLEMENTARY FIRE SUPPRESSION GENERAL CONDITION

SECTION 210517 - SLEEVES AND SLEEVE SEALS FOR FIRE-SUPPRESSION PIPING

SECTION 210518 - ESCUTCHEONS FOR FIRE-SUPPRESSION PIPING

SECTION 210553 - IDENTIFICATION FOR FIRE-SUPPRESSION PIPING

SECTION 211100 - FACILITY FIRE-SUPPRESSION WATER-SERVICE PIPING

SECTION 211313 - WET-PIPE SPRINKLER SYSTEMS

DIVISION 22 - PLUMBING

SECTION 220000 - SUPPLEMENTARY PLUMBING GENERAL CONDITIONS

SECTION 220518 - ESCUTCHEONS FOR PLUMBING PIPING

SECTION 220523 - GENERAL-DUTY VALVES FOR PLUMBING PIPING

SECTION 220529 - HANGERS AND SUPPORTS FOR PLUMBING PIPING AND EQUIPMENT

SECTION 220553 - IDENTIFICATION FOR PLUMBING PIPING AND EQUIPMENT

SECTION 221116 - DOMESTIC WATER PIPING

SECTION 221316 - WASTE AND VENT PIPING

SECTION 221319 - SANITARY WASTE PIPING SPECIALTIES

SECTION 223300 - ELECTRIC, DOMESTIC-WATER HEATERS

SECTION 224213.13 - COMMERCIAL WATER CLOSETS

SECTION 224213.16 - COMMERCIAL URINALS

SECTION 224216.13 - COMMERCIAL LAVATORIES

SECTION 224216.16 - COMMERCIAL SINKS

SECTION 224716 - PRESSURE WATER COOLERS

DIVISION 23 - HEATING, VENTILATING, AND AIR-CONDITIONING (HVAC)

SECTION 230000 - SUPPLEMENTARY HVAC GENERAL CONDITIONS

SECTION 230553 - IDENTIFICATION FOR HVAC PIPING AND EQUIPMENT

SECTION 230593 - TESTING, ADJUSTING, AND BALANCING FOR HVAC

SECTION 230713 - DUCT INSULATION

SECTION 230900 - INSTRUMENTATION AND CONTROL FOR HVAC

SECTION 233113 - METAL DUCTS

SECTION 233300 - AIR DUCT ACCESSORIES

SECTION 233423 - HVAC POWER VENTILATORS

SECTION 233713 - DIFFUSERS, REGISTERS, AND GRILLES

SECTION 237413 - PACKAGED, OUTDOOR, CENTRAL-STATION AIR-HANDLING UNITS

SECTION 238126 - SPLIT-SYSTEM AIR-CONDITIONERS

PH15WR02H8 Table of Contents TOC - 4

DIVISION 26 - ELECTRICAL

SECTION 260000 - SUPPLEMENTARY ELECTRICAL GENERAL CONDITIONS

SECTION 260519 - LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES

SECTION 260526 - GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

SECTION 260529 - HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

SECTION 260533 - RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS

SECTION 260543 - UNDERGROUND DUCTS AND RACEWAYS FOR ELECTRICAL SYSTEMS

SECTION 260544 - SLEEVES AND SLEEVE SEALS FOR ELECTRICAL RACEWAYS AND CABLING

SECTION 260553 - IDENTIFICATION FOR ELECTRICAL SYSTEMS

SECTION 260923 - LIGHTING CONTROL DEVICES

SECTION 262200 - LOW-VOLTAGE TRANSFORMERS

SECTION 262416 - PANELBOARDS

SECTION 262726 - WIRING DEVICES

SECTION 262813 - FUSES

SECTION 262816 - ENCLOSED SWITCHES AND CIRCUIT BREAKERS

SECTION 264113 - LIGHTNING PROTECTION FOR STRUCTURES

SECTION 265100 - INTERIOR LIGHTING

SECTION 265600 - EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

SECTION 270536 - CABLE TRAYS FOR COMMUNICATIONS SYSTEMS

SECTION 271100 - COMMUNICATIONS EQUIPMENT ROOM FITTINGS

SECTION 271300 - COMMUNICATIONS BACKBONE CABLING

SECTION 271500 - COMMUNICATIONS HORIZONTAL CABLING

SECTION 275116 - PUBLIC ADDRESS AND MASS NOTIFICATION SYSTEMS

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

SECTION 281300 - ACCESS CONTROL

SECTION 283111 - DIGITAL, ADDRESSABLE FIRE-ALARM SYSTEM

DIVISION 31 - EARTHWORK

SECTION 311000 - SITE CLEARING AND GRADING

SECTION 312000 - EARTH MOVING

SECTION 313116 - TERMITE CONTROL

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 321313 - CONCRETE PAVING AND CURB AND GUTTER

SECTION 323300 - SITE FURNISHINGS

DIVISION 33 - UTILITIES

SECTION 330500 - COMMON WORK RESULTS FOR UTILITIES

WHITERIVER ADMINISTRATION

OFFICE BUILDING

SECTION 013132 - GEOTECHNICAL DATA

PART 1 - GENERAL

1.1 INVESTIGATION

A. A geotechnical investigation was conducted at the site, the results of which are to be found in the report entitled, numbered, dated, and issued by the following:

1. GEOTECHNICAL EXPLORATION REPORT WHITERIVER MODULAR BUILDING

200 WEST HOSPITAL DRIVE WHITERIVER, ARIZONA; Dated April 08, 2021;

Prepared by ATEK Engineering Consultants, LLC , Armando Ortega, ATEK Project # 200276.

a. The opinions expressed in this report are those of a geotechnical engineer and represent interpretations of subsoil conditions, tests, and results of analyses conducted by a geotechnical engineer. Owner is not responsible for interpretations or conclusions drawn from the data.

1.2 INTERPRETATION

A. These data are for information only and not intended as representations or warranties of continuity of conditions at the site.

B. The Government and Architect do not warrant these data and interpretations of the data for accuracy, true location, and extent.

C. Bidders and the Contractor are required to interpret these data, and make additional geotechnical investigations as they determine necessary, for the proper execution of the work.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION

PH15WR02H8 GEOTECHNICAL DATA 003132 - 1

www.ATEKEC.com

111 South Weber Drive, Chandler, Arizona 85226 – Office 480-659-8065 2015 North Forbes Boulevard, Suite 103, Tucson, Arizona 85745 – Office 520-638-8142

GEOTECHNICAL EXPLORATION REPORT

WHITERIVER MODULAR BUILDING

200 WEST HOSPITAL DRIVE

WHITERIVER, ARIZONA

Prepared for:

Johnson Smitthipong and Rosamond Associates, Inc.

5210 East Williams Circle, Suite 600 Tuscon, Arizona 85711

Prepared by:

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

ATEK Project # 200276

April 8, 2021

Expires 9/30/2021

111 SOUTH WEBER DRIVE, SUITE 1 WWW.ATEKEC.COM P (480) 659-8065

CHANDLER, AZ 85226 F (480) 656-9658

April 8, 2021 ATEK Project #200276

Johnson Smitthipong and Rosamond Associates, Inc.

5210 East Williams Circle, Suite 600 Tucson, Arizona 85711

Regarding: Geotechnical Exploration Report

Project: Whiteriver Modular Building 200 West Hospital Drive Whiteriver, Arizona 85941

Dear Vernon Rosamond, ATEK Engineering Consultants, LLC is pleased to present the attached Geotechnical Exploration Report for the Whiteriver Modular Building project located in Whiteriver, Arizona within the White Mountain Apache Tribe. 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 suitable for the proposed construction, provided geotechnical recommendations presented in the 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 dependent 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

Antonio Lopez, P.E. Armando Ortega, P.E.

Project Manager Principal Geotechnical Engineer

Distribution: (1) Addresses (Electronic Copy)

Expires 6/30/2023

TABLE OF CONTENTS

1. INTRODUCTION

Project Description Purpose Scope of Services

2. FIELD EXPLORATION

General Soil Test Borings

3. LABORATORY TESTING

4. GENERAL SITE CONDITIONS

Surface Conditions Subsurface Conditions Groundwater Conditions Geologic Hazards

4.4.1. Liquefaction Potential

4.4.2. Collapsible Soils

4.4.3. Swelling Soils

Seismic Considerations Earth Fissures and Land Subsidence

5. ENGINEERING ANALYSES AND RECOMMENDATIONS

Earthwork

5.1.1. Frost Heave

5.1.2. Frost Consideration

5.1.3. Spread Footings

5.1.4. Sidewalks and Exterior Slabs

5.1.5. Aggregate Base Course

5.1.6. Engineered Fill

Excavation

5.2.1. Trench Backfill

5.2.2. Temporary Excavations

Structures

5.3.1. Spread Footings

5.3.2. Resistance to Lateral Loads

5.3.2.1. Wall Drainage

5.3.2.2. Backfill Placement

Moisture Protection Corrosion Potential

5.5.1. Electrical Resistivity

5.5.2. Sulfate and Chloride Content

6. CLOSURE

Limitations Recommended Additional Services

APPENDIX A – Site Location Map APPENDIX B – Sample Location Plan APPENDIX C – Field Study and Boring Logs APPENDIX D – Laboratory Test

Geotechnical Exploration 200276 Whiteriver Modular Building Whiteriver, Arizona Page 1 of 21

1. INTRODUCTION

This report presents the results of our geotechnical exploration for the Whiteriver

Modular Building located in Whiteriver, Arizona. A Site Location Map is presented in

Appendix A of this report. The following sections of this report describe our understanding of the project and our scope of services.

Project Description

The proposed project site is in Whiteriver, Arizona within the White Mountain Apache

Tribe. The construction location is occupied by five modular buildings that will be demolished including removal of associated utilities. A new 15,000 square feet single story modular building will be installed and will be supported with shallow spread perimeter footings and internal column footings.

Purpose

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

Scope of Services

Our study included a site reconnaissance, subsurface exploration, soil sampling, field and laboratory testing, engineering analyses, and preparation of this report. This report presents geotechnical recommendations for design 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.

Whiteriver, Arizona Page 2 of 21

2. FIELD EXPLORATION

General

Prior to the start of drilling, the Arizona Blue Stake Center, White Mountain Tribal

Utility Authority and Indian Health Services Facilities were contacted to locate existing utilities at the boring locations. The field exploration was performed on March 26, 2021. Four soil borings were drilled to depths ranging between five (5) and thirteen

(13) feet below existing grade. Auger refusal was encountered in two borings at seven

(7) and thirteen (13) feet. The soil test borings were drilled using a truck mounted CME-

45 power drill rig equipped with a 7.25-inch outside diameter hollow stem auger. The borings were located around the existing buildings in the approximate locations shown on the Sample Location Plan included in Appendix B of this report. Upon completion of the borings, the boreholes were backfilled with excavated materials.

Soil Test Borings

Disturbed and relatively undisturbed samples were taken at the direction 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 recorded. 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.

Whiteriver, Arizona Page 3 of 21

Sample classifications, blow counts recorded during sampling, and other related information, were recorded on the soil boring logs. The boring logs are presented in

Appendix C. The information presented on the logs are a combination of factual and interpretive information. Lines delineating subsurface strata and group symbols are based on field observations made at the time of the field study. Actual subsurface lines delineating subsurface strata may be gradual and vary.

3. LABORATORY TESTING

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

• Gradation;

• Atterberg limits;

• Moisture content;

• One-dimensional consolidation;

• Undisturbed ring density;

• Sulfate content;

• Chloride content;

• pH tests;

• resistivity tests;

• remolded swell;

• And Proctor test.

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

4. GENERAL SITE CONDITIONS

Surface Conditions

The project site is located near the Indian Health Services facility located on the west side of Arizona State Route 73 and south of Apache Circle/North Porter Street. The general topography of the project site gradually slopes downwards, southeast towards

Route 73. The project is located on a raised pad that includes five modular buildings.

A north-south access road was observed on the east side of the project site. At the time

Whiteriver, Arizona Page 4 of 21 of our field exploration the soil was slightly moist due to precipitation from the preceding day.

Subsurface Conditions

As indicated by the exploratory borings, in general the surface soils consist of Sandy

Lean Clay (CL) and Clayey Gravel with Sand (GC) with medium plasticity. These soils were found to have a relative firmness of moderately firm. The underlying subsurface soils encountered during our field exploration consisted of non-plastic Silty Sand (SM), Silty Gravel with Sand (GM) and Sandy lean Clay/Lean Clay with Sand (CL) with medium plasticity. These soils were found to have a relative density of dense to very dense and a relative firmness of moderately firm to hard. There appears to be two to four feet of apparent man-made fill on site. For additional information see Boring Logs presented in Appendix C.

Groundwater Conditions

Groundwater was not encountered within the soil test borings. Arizona Department of

Water Resources does not have groundwater data near the project site. 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.

Geologic Hazards

4.4.1. Liquefaction Potential

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

Whiteriver, Arizona Page 5 of 21

4.4.2. Collapsible Soils

Collapsible soils are soils with the potential for a decrease in volume with an increase in external load or moisture content. These soils are typically found in areas of alluvial deposits with semi-arid to arid climates. Based on the information collected during our field study and subsequent laboratory testing, we anticipate slight collapse-susceptible soils will be encountered during construction. Based on ASTM D 5333, a calculated collapse potential, IC, of the undisturbed ring samples collected during our field study resulted in 0.3, indicating a slight collapse potential.

4.4.3. Swelling Soils

Swelling 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 swell-susceptible soils will be encountered during construction. Based on ASTM D 4546, the expansive potential of the remolded sample collected during our field study, in the upper 5 feet, indicated a moderate swell potential.

Seismic Considerations

The project site is in north-central Arizona which is an area of low seismic activity. The following values were developed using the Structural Engineers Association by Location

(https://seismicmaps.org) the 2018 International Building Code (IBC) as reverenced by

ASCE 7-16, and are based on knowledge of local geologic conditions, and subsurface soils encountered during our study. A 100-foot soil test boring was not advanced during our field study. The geographic coordinates listed below were used in developing the seismic design factors.

Central Latitude…………………………………………………33.875593˚

Central Longitude……………………………………………-109.96062˚

Whiteriver, Arizona Page 6 of 21

Earth Fissures and Land Subsidence

The project site is in an area with no documented earthen fissures based on Arizona

Geological Survey (Natural Hazards in Arizona) and in an area without a measured land subsidence based on Arizona Department of Water Resources.

5. ENGINEERING ANALYSES AND RECOMMENDATIONS

Earthwork

All existing structural remnants, fill, pavement, topsoil, vegetation and organic soils should be removed from below structural areas. The following sections present earthwork recommendations based on our understanding of the project, the finding of our field exploration, results of the laboratory tests and engineering analysis. Based on the finding of our field exploration, laboratory test results and engineering analysis, it is our opinion that the proposed modular building can be supported on a spread footing system as presented in the following sections.

Seismic Design Factors Value

Site Class D

Fa, Site Coefficient 1.6

Fv, Site Coefficient 2.4

Ss, Mapped Spectral Acceleration at 0.2‐second Period 0.261 g

S1, Mapped Spectral Acceleration at 1.0‐second Period 0.082 g

SMS, Spectral Acceleration at 0.2‐second Period Adjusted for Site Class 0.415 g

SM1, Spectral Acceleration at 1.0‐second Period Adjusted for Site Class 0.197 g

SDS, Design Spectral Response Acceleration at 0.2‐second Period 0.277 g

SD1, Design Spectral Response Acceleration at 1.0‐second Period 0.131 g

Whiteriver, Arizona Page 7 of 21

5.1.1. Frost Heave

This project is in an area with an anticipated frost depth ranging between 12 to 24 inches (NRCS, June 2010). To protect against frost heave, the use of fine-grained soils should be avoided in and around structural areas. The potential for snowpack adjacent to the structural areas may allow significant moisture to increase into fills around the outer edge of foundations therefore, the exterior should be graded for positive drainage away from the structural areas. Also, to reduce the potential for moisture migration through earthwork operations, refer to section 5.5 of this report.

5.1.2. Frost Consideration

The site soils are frost susceptible, and small amounts of water can affect the performance of the relatively lightly loaded slab-on-grade and concrete flatwork.

Exterior slabs and flatwork should be anticipated to heave during winter months. If frost action needs to be eliminated in critical areas, we recommend the use of non-frost susceptible structural fill. Placement of non-frost susceptible material in large areas may not be feasible; however, the following recommendations are provided to help reduce potential frost heave:

• Provide surface drainage away from structures and flatwork and toward the site storm drainage system;

• Install drain tiles around the perimeter of the building, stoops, below exterior slabs and pavements, and connect them to the storm drainage system;

• Grade Clayey subgrades such that groundwater, potentially perched, in overlying more permeable subgrades, such as sand or aggregate base, drain toward the site drainage system;

• Place non-frost susceptible fill as backfill beneath slabs and flatwork that are critical to the project;

• Place a 3 horizontal to 1 vertical (3H:1V) transition zone between non-frost susceptible soils other soils.

Whiteriver, Arizona Page 8 of 21

5.1.3. Spread Footings

The existing surface soils should be removed to a minimum depth of two (2) feet below bottom of proposed spread footing elevation or below the existing surface elevation, whichever is deeper. The excavation of the site soils should be within the entire footprint of the structure and extend laterally for a minimum distance of two (2) feet beyond the perimeter of structure. The exposed subsurface soils should be scarified to a depth of 8-inches: moisture conditioned to within two (2) percent of optimum moisture content and compacted to a minimum of ninety-five (95) percent of maximum dry density. The excavated material should then be moisture conditioned to within two

(2) percent of optimum moisture content and compacted to a minimum of ninety-five

(95) percent of maximum dry density and used as engineered fill to bring the grade to within one (1) foot of finished pad elevation. Optimum moisture content and maximum dry density should be determined by American Society for Testing and Materials (ASTM)

D 698.

5.1.4. Sidewalks and Exterior Slabs

The existing surface soils within the project site have swelling characteristics and have potential for post construction movement. To decrease the potential for post-construction, non-expansive Engineered Fill material meeting the recommendations presented in section 5.1.7 of this report should be placed within eight (8) inches of bottom of sidewalk and exterior slabs. The non-expansive Engineered Fill material should be moisture conditioned to within 2 percent of optimum moisture content and compacted to a minimum of 95 percent of maximum dry density. Optimum moisture content and maximum dry density should be determined by ASTM D 698.

5.1.5. Aggregate Base Course

A minimum of four (4) inch layer of clean, granular material should be placed beneath concrete slabs to serve as a leveling base, and to aid in concrete curing. The material

Whiteriver, Arizona Page 9 of 21 should conform to the gradation requirements set by the local governing agency and/or

MAG section 702 specifications for Aggregate Base Course (ABC). The use of moisture barriers beneath the floor slabs may be helpful, but is not a geotechnical requirement;

however, the architect or the slab designer should evaluate their need.

All aggregate base material should be placed in lifts not greater than eight inches and compacted to a minimum of ninety-five (95) percent of maximum dry density below

Portland cement concrete and one hundred (100) percent of maximum dry density below asphaltic concrete pavements as determined by 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.

5.1.6. Engineered Fill

Engineered fill may consist of native soils and/or imported soils. Pea gravel and poorly-graded materials should not be used as engineered fill unless approved by the geotechnical engineer. All engineered fills should be compacted as noted in section 5.

1. Native soils can be used as fill material for the following:

• general site grading • foundation areas

2. Imported soils with low expansive potentials can be used as fill material for the following:

• general site grading

• foundation areas

• interior floor slab areas

• top 1-ft below concrete flatwork and slab-on-grade

Whiteriver, Arizona Page 10 of 21

3. Imported soils (low-frost susceptible) should conform to the following:

Percent finer by weight

Gradation (ASTM C136)

3"………………………………………………………………………………….100

No. 4 Sieve ……………………………………………………………….25-60

No. 200 Sieve…………………………………………………………15 (max)

Swell Test

Maximum Swell Potential ………………………………………………1.5*

*Measured on a sample compacted to approximately 95 percent of the ASTM D

698 maximum dry density at about 2 percent below optimum water content.

The sample is confined under a 100 psf surcharge and submerged.

Corrosion Potential (PPM)

Sulfate Content (ARIZ 733)………………………………………….1,000(max)

Chloride Content (ARIZ 736)……………………………………………500(max)

4. Aggregate base should conform to MAG and/or local governing specifications.

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

6. The following are intended to guide in establishing adequate support for the conventional foundation elements:

• Any natural washes, depressions or new excavations which are to be filled, should be widened as necessary to accommodate compaction equipment and provide a level base for placing fill.

• Any engineered fill (backfill) materials placed beneath the foundations should meet the requirements for Engineered Fill Materials.

Whiteriver, Arizona Page 11 of 21

• All footing excavations should be relatively level and free of loose or disturbed material and inspected by a qualified representative of the

Geotechnical Engineer.

7. All fill soils to be used beneath the foundations should be approved by the

Geotechnical Engineer. Fill should be placed in 8-inch loose lifts, moisture conditioned to within 2 percent of optimum moisture content and compacted to a minimum of 95 percent of maximum dry density. Fill materials placed at depth greater than five (5) feet should be compacted to 100 percent of maximum dry density to finished grade elevation. Optimum moisture content and maximum dry density should be determined by ASTM Test Method D 698.

Excavation

The field sampling and exploration was performed using a truck-mounted drill rig with

7 and ¼-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 characteristics 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.

It is anticipated that shallow excavations in the site soils can most likely be accomplished by conventional earth moving equipment in good operating condition.

Due to the presence of possible bedrock and bedrock fragments, excavations deeper than seven feet below existing grade may require specialized excavating equipment.

Sloughing and caving of near surface soils should be considered during grading operations. Please refer to Section 4 and the boring logs presented in Appendix C of this report for more information.

Whiteriver, Arizona Page 12 of 21

5.2.1. Trench Backfill

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.

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.

Whiteriver, Arizona Page 13 of 21

Care must be used during compaction of backfill against stem walls. Hand operated equipment and thin backfill lifts are suggested to reduce the buildup of additional excessive wall pressure due to compaction method. To reduce the potential for a subsurface wall blowout, heavy construction equipment should not be operated next to the below ground reservoir tanks and value vault walls.

5.2.2. Temporary Excavations

General

All excavations must comply with applicable local, state, and federal safety regulations including the current Occupational Safety and Health Administration (OSHA) Excavation and Trench Safety Standards. Generally, Construction site safety is solely the responsibility of the Contractor, who shall also be responsible for the means, methods, and sequencing of construction operations. We are providing the information below strictly as a service to our client. Under no circumstances should the information be interpreted 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.

Excavations and Slopes

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 not followed, could result in substantial penalties to the Owner, Contractor, and/or earthwork subcontractor and/or utility subcontractors.

Near-surface soils encountered during our field study consisted predominantly of silty clayey sands. In our opinion, these soils would be considered a Type C soil when applying OSHA regulations. For this soils type OSHA recommends a maximum slope inclination of 1½(h):1(v) or flatter for excavations 20 feet or less in depth. Steeper cut

Whiteriver, Arizona Page 14 of 21 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. Flatter slopes and/or trench shields may be required if loose, cohesionless soils and/or water are encountered along the slope face.

Construction Considerations

Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within one-third the slope height from the top of any excavation.

Where the stability of adjoining buildings, 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 within the excavation. Shoring, bracing, or underpinning required for the project (if any) should be designed by a professional engineer registered in the State of Arizona.

During wet weather, earthen berms or other methods should be used to prevent runoff water from entering all excavations. All runoff water should be collected and disposed of outside the construction limits.

Structures

The anticipated frost depth for the project area ranges from 12 to 24-inches below existing site grade. Therefore, concrete slabs and foundations should have turn downs which extend below the anticipated frost depth.

5.3.1. Spread Footings

Shallow spread footings bearing on engineered fill can be used to support the structures as recommended (See section 5.1). Recommended footing depths and allowable bearing pressures are presented below.

Whiteriver, Arizona Page 15 of 21

Allowable Bearing Pressure for Shallow Foundations

Footing Depth Below

Finished Grade (ft.)*

Allowable

Bearing

Pressure

(psf)

2.0 2,500

2.5 3,000

3.0 3,500

*Note: Footing depth is defined as the depth below the lowest adjacent finished grade elevation within 5-feet of the edge of the footing.

A one-third increase may be applied to the design bearing pressures when considering short duration loads, such as wind and seismic.

Continuous footings and isolated column footings should have a minimum width of 16-inches and 24 inches, respectively. The minimum widths are recommended for ease of construction, and to provide a margin of safety against a local or punching shear failure of the foundation soils. All footings should be reinforced to reduce potential distress caused by differential foundation movement.

All the footing excavations should be observed by the Geotechnical Engineer prior to placement of reinforcing steel and/or concrete. If subsurface conditions are encountered that are different than indicated by the borings, revised recommendations may be required.

Settlement of footings designed as recommended above are estimated not to exceed

1-inch. Differential settlements over, a horizontal distance of 50 feet between similarly loaded footings, are expected to be less than ½-inch and ¾-inch for wall and column footings, respectively. Significant moisture increases above those recommended for compaction could result in additional movements. In order to minimize the sensitivity of the structure to differential settlements, footings should be reinforced to allow for

Whiteriver, Arizona Page 16 of 21 a degree of load redistribution should a localized zone of supporting soils become saturated.

5.3.2. Resistance to Lateral Loads

Proposed walls/structures that will retain soil must be designed to withstand lateral soil pressures. Cantilevered retaining walls, or unrestrained walls subject to lateral earth pressures, should be designed for an equivalent fluid pressure (EFP) of 37 PCF.

Restrained walls should be designed to withstand a residual or long-term at-rest (Ko) earth pressure condition of 55 pounds per cubic foot (PCF).

A passive EFP of 300 PCF may be used for shallow spread footings. A coefficient of friction of 0.36 is recommended for computing lateral resistance between the base of footing and soil in analyzing lateral loads. Vehicular surcharge loads and/or hydrostatic pressure will increase the recommended EFP.

Only cohesionless, free-draining granular materials should be used as backfill, adjacent to earth-retaining structures. We recommend that backfill directly behind the walls be compacted with light, hand-held compactors. Heavy compactors and grading equipment should not be allowed to operate within 3 feet of the walls during backfilling, to avoid developing excessive temporary or long-term lateral soil pressures. Positive gravity drainage of the backfill should be provided.

5.3.2.1. Wall Drainage

The above-recommended values do not include lateral pressures due to hydrostatic forces. Therefore, wall backfill should be free draining and provisions should be made to collect and dispose of excess water that may accumulate behind earth retaining structures. In cases where site soils become saturated an equivalent fluid pressure of

90 pcf should be used.

Whiteriver, Arizona Page 17 of 21

Wall drainage should be collected by continuous perforated drainpipes, filter fabric, and gravel connected to weep holes. The drainpipe must run parallel to the wall. We recommend drain rock consist of durable stone having 100 percent passing the 1-inch sieve and zero percent passing the No. 4 sieve. Synthetic filter fabric should have an equivalent opening size (EOS), U.S. Standard Sieve, of between 40 and 70, a permeability of at least 0.02 centimeters per second and minimum puncture strength of 50 pounds.

5.3.2.2. Backfill Placement

All backfill should be placed and compacted in accordance with recommendations provided above for engineered fill. Care must be used during compaction of backfill against the below ground tanks walls. Hand operated equipment and thin backfill lifts are suggested to reduce the buildup of additional excessive wall pressure due to compaction method. To reduce the potential for a subsurface wall blowout, heavy construction equipment should not be operated next to the below ground reservoir tanks and valve vault walls. See Section 5.2.5 for additional information.

Moisture Protection

Soil support values reduce with an increase of moisture content. Therefore, positive drainage is essential to the successful performance of any structure. Good surface and subsurface drainage should be established during and after construction to prevent the soils below or adjacent to the structural areas and utility trenches from becoming wet.

Infiltration of water into utility or foundation excavations must be prevented during construction. The drainage design must route all storm and sprinkler water away from the structural areas in a positive manner. All water should be diverted away from areas where it could penetrate the ground surface near the structural areas. Watering of plants should be avoided adjacent to the buildings. Desert-type landscaping is advisable

Whiteriver, Arizona Page 18 of 21 near the structural areas. Plants, which require more water, should be located and drained away from the structural areas.

Corrosion Potential

5.5.1. Electrical Resistivity

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.

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

Based on the laboratory tests as shown above, this soil would be considered

“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.

The pH values of the samples tested were slightly basic. In most cases, pH is not a significant factor in corrosion in the near-neutral pH range (5<pH<9).

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

Sample Location pH Resistivity (Ohm-cm)

Bulk Sample B-1 8.2 2,090

Whiteriver, Arizona Page 19 of 21

Institute Fourth Edition, 1993, is tabulated below. Details of the laboratory test results are presented in the Appendix C of this report.

5.5.2. Sulfate and Chloride Content

Selected samples of the near-surface soils encountered at the site were subjected to chemical analysis for the purpose of corrosion assessment. The samples were tested for soluble sulfates, and soluble chlorides. The samples were tested in general accordance with Arizona Test Methods 733, and 736 for soluble sulfates, and soluble chlorides, respectively. The test results are provided in Appendix C.

Based on provisions of American Concrete Institute (ACI) 318 Section 4.3, Table 4.3.1, Requirements for Concrete Exposed to Sulfate-Containing Solutions a sulfate concentration below 0.10 percent by weight (1,000 ppm) is negligible. Based on the laboratory results, sulfate contents of the site soils tested indicate a negligible corrosion potential to concrete.

Based on the laboratory result of the sample collected for this project, chloride contents of the site soils tested indicate a negligible corrosion potential.

6. CLOSURE

Limitations

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

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

Sample Location Design Life (yrs)

16 Gage 14 Gage 12 Gage

Bulk Sample B-6 85 100 140

Whiteriver, Arizona Page 20 of 21 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 notify ATEK of such intended use. Based on the intended use of this report, ATEK may require that additional work be performed and that an updated report be issued.

Whiteriver, Arizona Page 21 of 21

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 removed from the 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 Plan

Project Site

Site image from earth.google.com.

*Note: not to scale. Drawn By:

200276 March-21 A Lopez

Site Location Map

Whiteriver Modular Building

Sheet 1 of 1

Project Number:

Date:

ATEK Engineering Consultants, LLC 111 South Weber Drive, Suite 1 Chandler, AZ 85226

APPENDIX B

Sample Location Plan

Legend:

Soil Test Boring

Site image from earth.google.com.

*Note: not to scale.

Date: March-21 Drawn By: A Lopez

Sample Location Plan

Sheet 1 of 1 Whiteriver Modular Building

Project Number: 200276ATEK Engineering Consultants, LLC 111 South Weber Drive, Suite 1 Chandler, AZ 85226

B-1

B-4

B-3

B-2

APPENDIX C

FIELD STUDY AND BORING LOGS

APPENDIX C

FIELD STUDY

BORINGS

The subsurface conditions at the site were explored on April 1, 2020, by drilling soil borings using a truck mounted CME drill rig with 7 and a ¼-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

MAJOR DIVISIONS USCS TYPICAL

SYMBOL DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL-SAND

CLEAN GRAVELS GW MIXTURES WITH LITTLE OR NO FINES

WITH LESS THAN

GRAVELS 5% PASSING NO. 200

GP

POORLY-GRADED GRAVELS, GRAVEL-SAND

(More than half of SIEVE MIXTURES WITH LITTLE OR NO FINES coarse fraction is larger than GM

SILTY GRAVELS, GRAVEL-SILT-SAND

the #4 sieve) GRAVELS WITH MIXTURES

COARSE OVER 12% PASSING

GRAINED NO. 200 SIEVE GC

CLAYEY GRAVELS, GRAVEL-SAND-CLAY

SOILS MIXTURES

(More than half WELL-GRADED SANDS, SAND-GRAVEL of material CLEAN SANDS WITH 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 LITTLE OR NO FINES

(More than half of coarse fraction is smaller than SILTY SANDS, the #4 sieve) SANDS WITH OVER SM SAND-GRAVEL-SILT MIXTURES

12% PASSING NO.

200 SIEVE SC

CLAYEY SANDS,

SAND-GRAVEL-CLAY MIXTURES

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, SILTY CLAYS, LEAN CLAYS

FINE

GRAINED OL

ORGANIC SILTS & ORGANIC SILTY CLAYS

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…