Exhibit II - Green Base Work Center Project Manual - 100pcnt CD r1 2024 03 20- Specifications.pdf

PROJECT MANUAL FOR:

GREEN BASE WORK

CENTER OFFICE

Williams, AZ

BID SET

PROJECT SPECIFICATIONS

March 20, 2024

MOSAIC ARCHITECTURE, P.C.

317 North Cruse Ave, Suite 201

Helena, Montana 59601 Phone: 406-449-2013 www.mosaicarch.com

23678 / Green Base Work Center Office 00 0110 - 1 Table of Contents

TABLE OF CONTENTS

DIVISION 00 – PROCUREMENT AND CONTRACTING REQUIREMENTS

00 0102 – Project Information 00 3132 – Geotechnical Data

DIVISION 01 -- GENERAL REQUIREMENTS

01 3000 - Administrative Requirements 01 4000 – Quality Requirements 01 5000 - Temporary Facilities and Controls 01 7000 - Execution and Closeout Requirements 01 7800 – Closeout Submittals

DIVISION 02 -- EXISTING CONDITIONS

02 4113 Selective Site Demolition

DIVISION 03 -- CONCRETE

03 3000 - Cast-in-Place Concrete (Site) 03 3300 – Cast-in-Place Concrete (Building)

DIVISION 06 -- WOOD, PLASTICS, AND COMPOSITES

06 1000 - Rough Carpentry 06 1600 - Sheathing 06 2000 - Finish Carpentry 06 4100 - Architectural Wood Casework

DIVISION 07 -- THERMAL AND MOISTURE PROTECTION

07 1113 - Bituminous Dampproofing 07 2100 - Thermal Insulation 07 2500 - Weather Barriers 07 2600 - Vapor Retarders 07 4113 - Metal Roof Panels 07 4213 - Metal Wall Panels 07 4623 - Wood Siding 07 6200 - Sheet Metal Flashing and Trim 07 7123 - Manufactured Gutters and Downspouts 07 7200 - Roof Accessories 07 8400 - Firestopping 07 9200 - Joint Sealants

Office 00 0110 - 2 Table of Contents

DIVISION 08 -- OPENINGS

08 1113 - Hollow Metal Doors and Frames 08 1416 - Flush Wood Doors 08 4313 - Aluminum-Framed Storefronts 08 5113 - Aluminum Windows 08 7100 - Door Hardware 08 8000 – Glazing

DIVISION 09 -- FINISHES

09 2116 - Gypsum Board Assemblies 09 3000 - Tiling 09 5100 - Acoustical Ceilings 09 5426 - Suspended Wood Ceilings 09 6516.23 - Resilient Flooring 09 6813 - Tile Carpeting 09 7730 - Glass Fiber Reinforced Plastic Panels 09 8311 - Acoustical Batt Insulation 09 9000 - Painting and Coating

DIVISION 10 -- SPECIALTIES

10 1100 - Visual Display Units 10 1400 - Signage 10 2113.13 - Metal Toilet Compartments 10 2600 - Wall and Door Protection 10 2800 - Toilet, Bath, and Laundry Accessories 10 4400 - Fire Protection Specialties 10 5143 - Metal Lockers

DIVISION 12 -- FURNISHINGS

12 2400 - Window Shades

DIVISION 22 -- PLUMBING

22 0000 - General Requirements of Plumbing and HVAC 22 0500 - General Provision of Plumbing and HVAC 22 0519 - Meters and Gauges for Plumbing Piping 22 0523 - General-Duty Valves for Plumbing Piping 22 0529 - Hangers and Supports for Plumbing Piping and Equipment 22 0548 - Vibration and Seismic Controls for Plumbing Piping and Equipment 22 0553 - Identification for Plumbing Piping and Equipment 22 0716 - Plumbing Equipment Insulation

Office 00 0110 - 3 Table of Contents

22 1116 - Domestic Water Piping 22 1123 - Inline, Domestic-Water Pumps 22 1316 - Sanitary Waste and Vent Piping 22 3400 - Fuel-Fired, Domestic-Water Heaters 22 4100 - Plumbing Fixtures

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

23 0593 - Testing, Adjusting, and Balancing for HVAC 23 0713 - Duct Insulation 23 0800 - Commissioning of HVAC Systems 23 1126 - Facility Liquefied-Petroleum Gas Piping 23 2300 - Refrigerant Piping 23 3113 - Metal Ducts 23 3300 - Air Duct Accessories 23 3330 - Louvers 23 3346 - Flexible Ducts 23 3423 - HVAC Power Ventilators 23 3713 - Grilles, Registers, and Diffusers 23 5416 - Gas-Fired Furnaces 23 8125 - Multi Split System Heat Pumps 23 8126 - Split-System Air-Conditioners

DIVISION 26 -- ELECTRICAL

26 0010 - General Electrical Requirements 26 0519 - Low-Voltage Electrical Power Conductors and Cables 26 0526 - Grounding and Bonding for Electrical Systems 26 0529 - Hangers and Supports for Electrical Systems 26 0533 - Raceways and Boxes for Electrical Systems 26 0544 - Sleeves and Sleeve Seals for Electrical Raceways and Cabling 26 0548.16 - Seismic Controls for Electrical Systems 26 0553 - Identification for Electrical Systems 26 0923 - Lighting Control Devices 26 2416 - Panelboards 26 2713 - Electricity Metering 26 2726 - Wiring Devices 26 2813 - Fuses 26 2816 - Enclosed Switches and Circuit Breakers 26 2913.03 - Manual Motor Controllers 26 3215 - Engine Generators 26 3600 - Transfer Switches

Office 00 0110 - 4 Table of Contents

26 4313 - Surge Protection for Low-Voltage Electrical Power Circuits 26 5110 - LED Lighting 26 8030 - Electrical Roof and Gutter Heat Trace System

DIVISION 27 -- COMMUNICATIONS

27 0000 – Communications Project Overview 27 0100 – Basic Telecommunications Requirements 27 0528 – Pathways for Communications Systems 27 1116 – Communications Racks, Frames, and Enclosures 27 1513 – Communications Copper Horizontal Cabling 27 1700 – Testing, Identification and Administration of Twisted Pair Infrastructure 27 5123 – Public Address System

DIVISION 28 -- ELECTRONIC SAFETY AND SECURITY

28 1300 – Access Control System 28 2300 – Video Surveillance 28 4621 – Addressable Fire Alarm System

DIVISION 31 -- EARTHWORK

31 1000 - Site Clearing 31 2000 - Earth Moving 31 2333 – Trenching and Backfilling 31 3700 – Riprap

DIVISION 32 -- EXTERIOR IMPROVEMENTS

32 1100 - Crushed Base Course 32 1213 - Asphalt Tack Coat 32 1216 - Asphalt Paving 32 1313 - Concrete Sidewalks and Misc New Concrete Construction 32 1613 - Concrete Curb and Gutter 32 1723 - Pavement Markings 32 9219 – Seeding

DIVISION 33 -- UTILITIES

33 1000 - Water Utilities 33 1600 - Underground WW Tank 33 3000 - Sanitary Sewerage Utilities 33 4000 - Storm Drainage Utilities 33 5600 - Propane Piping

Office 00 0110 - 5 Table of Contents

DIVISION 44 -- POLLUTION CONTROL EQUIPMENT

44 4100 - Wastewater Equipment

PROJECT INFORMATION SHEET

Green Base Work Center Office

PROJECT LOCATION

1782 County Road 74, Williams, Arizona

OWNER: US Department of Agriculture, United States Forest Service

GENERAL CONTRACTOR/PROJECT MANAGER:

E6 Services Ken Estrada, President

(602) 370-4121 ken@e6services.com

GENERAL CONDITIONS OF CONTRACT:

All work will be subject to the conditions in the project manual and the General Conditions of the Contract. If there is a conflict between the project manual and the General Conditions of the Contract, the Contract shall take precedence. To obtain a copy of the Contract Conditions, contact e6 Services.

ARCHITECT:

Mosaic Architecture, P.C.

428 N. Last Chance Gulch Helena, Montana 59601 ph: 406-449-2013 Mark Roylance, AIA MarkR@mosaicarch.com

CIVIL ENGINEER:

Great West Engineering, Inc 702 2nd Street South # 2 Great Falls, MT 59405 ph: 406-942-1109 Josh Sommer, PE jsommer@greatwesteng.com

STRUCTURAL ENGINEER:

Morrison-Maierle 1 Engineering Place Helena, MT 59602 Aubrey Yerger, PE ayerger@m-m.net

MECHANICAL/PLUMBING ENGINEER:

1055 Mount Avenue Missoula, MT 59801 ph: 406-542-8880 Ross Balfour rbalfour@m-m.net

ELECTRICAL ENGINEER:

1055 Mount Avenue Missoula, MT 59801 ph: 406-542-8880 Building: Garth Stevens gstevens@m-m.net

PROJECT INFORMATION SHEET

Green Base Work Center Office

PROJECT SPECIFICATIONS

The project construction documents contains specifications for Division 01 – 33. Specifications for mechanical, plumbing, communications, and electrical work are included on the plan drawings and in the project manual for those disciplines. Specifications for structural work are included on the structural plans and in the project manual.

PROJECT SOILS REPORT

A Geotechnical report was completed for the project site by Western Technologies Inc. A copy of the report can be obtained by contacting e6 services. All contractors working on site work and/or utilities should obtain a copy of the soils report prior to bidding.

April 28, 2023

E6 Services, Inc.

14300 North Northsight Boulevard Scottsdale, Arizona 85260

Attn: Mr. Ken Estrada

Re: Geotechnical Evaluation Job No. 2522JB270 Forest Service Office Replacement 1782 County Road 74 Williams, Arizona

Western Technologies Inc. is providing this final report for the geotechnical evaluation of the proposed new office building to be located in Williams, Arizona. This study was performed in general accordance with our proposal number 2522PW392 dated September 27, 2022. The results of our study completed to date, including the boring/test pit location diagram, laboratory test results, boring/test pit logs, the Coconino County septic system information and the geotechnical recommendations are attached.

If design conditions change, or if you have any questions concerning this draft report, please do not hesitate to contact us.

Sincerely, WESTERN TECHNOLOGIES, INC.

Geotechnical Engineering Services

Gregory L. E. Burr, R.G., E.I.T.

Director of Geotechnical Services

Copies to: Addressee (emailed)

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TABLE OF CONTENTS

1.0 PURPOSE

2.0 PROJECT DESCRIPTION

3.0 SCOPE OF SERVICES

3.1 Field Exploration

3.2 Laboratory Analyses

3.3 Analyses and Report

4.0 SITE CONDITIONS

4.1 Surface

4.2 Subsurface

5.0 GEOTECHNICAL PROPERTIES AND ANALYSIS

5.1 Laboratory Tests

5.2 Field Tests

6.0 RECOMMENDATIONS

6.1 General

6.2 Design Considerations

6.3 Conventional Spread Footing Foundations

6.4 Lateral Design Criteria

6.5 Seismic Considerations

6.6 Conventional Slab-on-Grade Support

6.7 Drainage

6.8 Corrosivity to Concrete

6.9 Pavements

6.9.1 Pavement Analyses

7.0 EARTHWORK

7.1 General

7.2 Site Clearing

7.3 Excavation

7.4 Spread Footing Foundation Preparation

7.5 Conventional Slab Preparation

7.6 Exterior Slab Preparation

7.7 Pavement Preparation

7.8 Materials

7.9 Placement and Compaction

7.10 Compliance

8.0 ADDITIONAL SERVICES

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TABLE OF CONTENTS (Continued)

9.0 LIMITATIONS

10.0 CLOSURE

BORING/TEST PIT LOCATION DIAGRAM ........................................................................................... Plate 1

APPENDIX A

Definition of Terminology ............................................................................................................ A-1 Method of Classification .............................................................................................................. A-2 Boring/Test Pit Log Notes ............................................................................................................ A-3 Boring/Test Pit Logs .......................................................................................................... A-4 to A-8

APPENDIX B

Laboratory Tests ............................................................................................................... B-1 to B-5

APPENDIX C

Septic Site Investigation Reports ...................................................................................... C-1 to C-5

GEOTECHNICAL EVALUATION

FOREST SERVICE OFFICE REPLACEMENT

1782 COUNTY ROAD 74

WILLIAMS, ARIZONA

JOB NO. 2522JB270

1.0 PURPOSE

This report contains the results of our geotechnical evaluation for the proposed new office building to be located at 1782 County Road 74 in Williams, Arizona. The purpose of these services is to provide information and recommendations regarding:

• foundation design parameters

• floor slab support

• lateral earth pressures

• on-site pavements

• earthwork

• drainage

• corrosivity to concrete

Results of the field exploration, field tests, and laboratory testing program are presented in the Appendices.

2.0 PROJECT DESCRIPTION

Based on information provided by Mr. Ken Estrada, the proposed project will consist of a single-story building with an approximate plan area of about 5,000 square feet to replace an existing building. It is our understanding that the current septic system is to be abandoned and replaced as well. The structure will use wood frame construction with a slab-on-grade floor. Maximum wall and column loads for the structure are assumed to be 2.5 kips per linear foot and 30 kips, respectively. We anticipate no extraordinary slab-on-grade criteria and that the finished floor level will be within 2 to 3 feet of the existing site grades. Should any of our information or assumptions not be correct, we request that the Client notify Western Technologies (WT) immediately.

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3.0 SCOPE OF SERVICES

3.1 Field Exploration

Three borings and two test pits were drilled/excavated to depths of about 10 to 19 feet below existing site grades at the approximate locations shown on the attached Boring/Test Pit Location Diagram. Logs of the borings/test pits are presented in Appendix A. Subsoils encountered during drilling/excavating were examined visually and sampled at selected depth intervals.

A field log was prepared for each boring/test pit. These logs contain visual classifications of the materials encountered during drilling/excavating as well as interpolation of the subsurface conditions between samples. Final logs, included in Appendix A, represent our interpretation of the field logs and include modifications based on laboratory observations and tests of the field samples. The final logs describe the materials encountered, their thicknesses, and the locations where samples were obtained. The Unified Soil Classification System was used to classify soils. The soil classification symbols appear on the boring/test pit logs and are briefly described in Appendix A. Local and regional geologic characteristics were used to estimate the seismic design criteria and liquefaction potential.

3.2 Laboratory Analyses

Laboratory analyses were performed on representative soil samples to aid in material classification and to estimate pertinent engineering properties of the on-site soils for preparation of this report. Testing was performed in general accordance with applicable standard test methods. The following tests were performed and the results are presented in Appendix B.

• Water content

• Dry density

• Compression

• Remolded expansion

• Maximum density/optimum moisture

• Sieve analysis

• Plasticity

• Soluble salt/sulfate/chloride content

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Test results were utilized in the development of the recommendations contained in this report.

3.3 Analyses and Report

This geotechnical engineering report includes a description of the project, a discussion of the field and laboratory testing programs, a discussion of the subsurface conditions, and design recommendations as appropriate to the purpose. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site, discovery of underground storage tanks or other underground structures, or identification of contaminated or hazardous materials or conditions. If there is concern about the potential for such contamination, other studies should be undertaken. We are available to discuss the scope of such studies with you.

4.0 SITE CONDITIONS

4.1 Surface

At the time of our field exploration, the site was developed property. Previous development on the site consisted of two wood frame buildings and one metal frame building along with asphalt paved parking areas, drives, and helicopter pads. The site was bordered on all sides by undeveloped land. The ground surface was smooth, and exhibited a gentle, near-flat slope down to the south and east. Site surface drainage appeared to be poor to fair by means of sheet flow to the south and east. Evidence of previous surface water ponding was observed throughout the site at the time of our field investigation. Vegetation on the site consisted of a sparse to moderate growth of native weeds and grasses.

4.2 Subsurface

As presented on the boring/test pit logs, surface and subsoils extending to the full depth of exploration in all borings/test pits were found to be near-high to high plasticity, stiff to very stiff Sandy CLAYS with variable amounts of gravel. Groundwater was not encountered in any boring/test pit at the time of exploration. The logs in Appendix A show details of the subsurface conditions encountered during the field exploration.

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The borings/test pits logs included in this report are indicators of subsurface conditions only at the specific location and date noted. Variations from the field conditions represented by the borings/test pits may become evident during construction. If variations appear, we should be contacted to re-evaluate our recommendations.

5.0 GEOTECHNICAL PROPERTIES AND ANALYSIS

5.1 Laboratory Tests

Laboratory test results (see Appendix B) indicate that on-site subsoils located near anticipated shallow foundation level exhibit low compressibility at existing water contents. Low to moderately high additional compression occurs when the water content is increased.

Near-surface soils are of near-high to high plasticity. The higher plasticity soils exhibit high expansion potential when recompacted, confined by loads approximating floor loads and saturated in accordance with standard Arizona test methods. Slabs-on-grade supported on recompacted native soils have a high potential for heaving if the water content of the soil increases.

5.2 Field Tests

On-site subsoils exhibited medium resistance to penetration using the ring-lined barrel sampler (ASTM D3550). Penetration resistance values exhibited some variability between test locations. This represents a potential for differential movement within a structure supported on existing soils in their present condition.

6.0 RECOMMENDATIONS

6.1 General

Recommendations contained in this report are based on our understanding of the project criteria described in Section 2.0 and the assumption that the soil and subsurface conditions are those disclosed by the explorations. Others may change the plans, final elevations, number and type of structures, foundation loads, and floor levels during design or construction. Substantially different subsurface conditions from those described jsommer Highlight jsommer Highlight

E6 Services, Inc. 5 herein may be encountered or become known. Any changes in the project criteria or subsurface conditions shall be brought to our attention in writing.

6.2 Design Considerations

The borings indicate the presence of near-high to high plasticity clay soils on the site.

These soils will expand or swell with an increase in moisture content. The structure and related improvements situated on expansive soils will be subject to movements if the foundation soils experience an increase in moisture content. It should be understood that if moisture penetrates expansive soils, there will likely be heave and possible resultant cracking/distress of the proposed structure and related improvements. It should be noted that shallow foundation systems are not designed to resist soil movements resulting from sewer or plumbing leaks, excessive or leaking irrigation systems, poor drainage, or water ponding near the structures. Construction of site fences, screen walls and other miscellaneous improvements such as exterior slabs-on-grade that typically fall under building code guidelines will be susceptible to heave as well.

In addition, laboratory test results indicate that the site soils become weaker and more compressible with an increase in moisture content under typical foundation loading conditions. These soils are not considered suitable for support of foundations and concrete slabs in their present state and should be over-excavated as recommended in the EARTHWORK section of this report. Proper drainage should be provided to help prevent infiltration of moisture below the foundations and concrete slabs.

6.3 Conventional Spread Footing Foundations

If conventional spread footings are used, they should be underlain by a minimum thickness of 2.5 feet of lean mix (2-sack) concrete backfill. Footings should bear at least

2.5 feet below the lowest adjacent finished grade. Footings may be designed to impose a maximum dead plus live-load pressure of up to 3000 pounds per square foot.

We anticipate that total movement of the proposed structure, supported as recommended, should be less than 1 inch. Differential movement should be less than ¾ inch. Additional foundation movements could occur if water from any source infiltrates the foundation soils. Therefore, proper drainage should be provided in the final design and during construction.

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Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. The design bearing capacity applies to dead loads plus design live load conditions. Recommended minimum widths of column and wall footings are 24 inches and 16 inches, respectively. The bearing value given is a net bearing value and the weight of the concrete in the footings may be ignored.

All footings, stem walls and masonry walls should be reinforced to reduce the potential for distress caused by differential foundation movements. The use of joints at openings or other discontinuities in masonry walls is recommended.

We recommend that the geotechnical engineer or his representative observe the footing excavations before reinforcing steel and concrete are placed. It should be determined whether the soils exposed are similar to those anticipated for support of the footings. Any soft, loose or unacceptable soils should be undercut to suitable materials and backfilled with either lean mix or structural concrete.

6.4 Lateral Design Criteria

For retaining walls located above any free water surface with no surcharge loads, recommended equivalent fluid pressures and coefficients of base friction for unrestrained elements are:

• Active:

Undisturbed subsoil ........................................................................................... 38 psf/ft Compacted granular backfill .............................................................................. 30 psf/ft Clay site soils ......................................................................... not recommended for use

• Passive:

Shallow wall footings ....................................................................................... 220 psf/ft Shallow column footings .................................................................................. 350 psf/ft

• Coefficient of base friction ..................................................................................... 0.30*

* The coefficient of base friction should be reduced to 0.20 when used in conjunction with passive pressure.

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Where the design includes restrained elements, the following equivalent fluid pressures are recommended:

• At-rest:

Undisturbed subsoil ........................................................................................... 65 psf/ft Compacted granular backfill .............................................................................. 55 psf/ft

These lateral earth pressures are not applicable for submerged soils. We should be consulted for additional recommendations if such conditions are to be included in the design. Any surcharge from adjacent loadings must also be considered. Walls below grade should be waterproofed.

We recommend a free-draining soil layer or manufactured geocomposite material, be constructed adjacent to the back of the retaining wall. A filter may be required between the soil backfill and drainage layer. This drainage zone should help prevent hydrostatic pressure buildup. This vertical drain should be tied into a gravity drainage system at the base of the retaining wall. It is important that all backfill be properly placed and compacted. Backfill should be mechanically compacted in layers. Flooding or jetting should not be permitted. Care should be taken not to damage the walls when placing the backfill. Backfills should be inspected and tested during placement.

Fill against footings, stem walls and retaining walls should be compacted to densities specified in EARTHWORK. Medium to high plasticity clay soils should not be used as backfill against retaining walls. Compaction of each lift adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors.

Overcompaction may cause excessive lateral earth pressures which could result in wall movements.

6.5 Seismic Considerations

Structures should be designed in accordance with applicable building codes. The seismic design parameters presented in the following table, in accordance with the 2018 International Building Code and ASCE 7-16, are applicable to the project site:

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Seismic Design Parameters International Building Code 2018, ASCE 7-16

Soil Site Class D Mapped Spectral Response Acceleration at 0.2 sec period (Ss) 0.331g Mapped Spectral Response Acceleration at 1.0 sec period (S1) 0.102g

Site Coefficient for 0.2 sec period (Fa) 1.535 Site Coefficient for 1.0 sec period (Fv) 2.396

Design Spectral Response Acceleration at 0.2 sec period (SDS) 0.339g Design Spectral Response Acceleration at 1.0 sec period (SD1) 0.163g

The soil site class is based upon conditions identified in shallow exploratory borings/test pits and local knowledge of the geotechnical conditions in the vicinity of the site.

Conditions extending beyond the depth of our borings/test pits to a depth of 100 feet were assumed for the purposes of providing the information presented in the table.

Based upon the density of the on-site soils and lack of groundwater, the potential settlement and lateral spread due to liquefaction is not a considered to be a significant concern on this site.

6.6 Conventional Slab-on-Grade Support

Slabs-on-grade should be supported on a minimum thickness of 2.5 feet of properly placed and compacted, imported, low expansive, engineered fill. For design of interior slabs-on-grade, we recommend using a modulus of subgrade reaction (k) of 200 pounds per cubic inch (pci) for the on-site soils and 225 pci for imported fill material, based on a 30-inch diameter plate. The slab subgrade should be prepared by the procedures outlined in this report. A minimum 4-inch thick layer of base course should be provided beneath all slabs to help prevent capillary rise and a damp slab. The use of vapor retarders is desirable for any slab-on-grade where the floor will be covered by products using water-based adhesives, wood, vinyl backed carpet, impermeable floor coatings (urethane, epoxy, acrylic terrazzo, etc.) or where the floor will be in contact with moisture sensitive equipment or product. When used, the design and installation should be in accordance with the guidance provided in ACI 302.1R and 302.2R. Final determination on the use of a vapor retarder should be left to the slab designer.

All concrete placement and curing operations should follow the American Concrete Institute manual recommendations. Improper curing techniques and/or high slump (water-cement ratio) could cause excessive shrinkage, cracking or curling. The plastic

E6 Services, Inc. 9 properties of the concrete should be documented at the time of placement and specimens should also be prepared for strength testing to verify compliance with project specifications. Concrete slabs should be allowed to cure adequately before placing vinyl or other moisture sensitive floor covering.

6.7 Drainage

The major cause of soil-related foundation and slab-on-ground problems is moisture increase in soils below structures. Properly functioning foundations and floor slabs-on-ground require appropriately constructed and maintained site drainage conditions.

Therefore, it is extremely important that positive drainage be provided during construction and maintained throughout the life of the structure. It is also important that proper planning and control of landscape and irrigation practices be performed.

Infiltration of water into utility or foundation excavations must be prevented during construction. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to minimize the possibility of moisture infiltration. If utility line trenches are backfilled with a granular material, then a clay or concrete plug should be placed in the trench adjacent to the structure to prevent water from following the trench back under the structure.

In areas where sidewalks, patios or driveways do not immediately adjoin the structure, protective slopes should be provided with an outfall of about 5 percent for at least 10 feet from perimeter walls. Scuppers and/or gutters and drain pipes should be designed to provide drainage away from the structure for a minimum distance of 10 feet. Planters or other surface features that could retain water adjacent to the structure should be avoided if at all possible. If planters and/or landscaping are adjacent to or near the structure, there will be a greater potential for moisture infiltration, soil movement and structure distress. As a minimum, we recommend the following:

• Grades should slope away from the structure.

• Planters should slope away from the structure and should not pond water. Drains should be installed in enclosed planters to facilitate flow out of the planters.

• Only shallow rooted landscaping should be used.

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• Watering should be kept to a minimum. Irrigation systems should be situated on the far side of any planting and away from the structure to minimize infiltration beneath foundations from possible leaks.

• For areas with highly expansive soils, a minimum of 5 feet should be maintained between building foundations and the shallow rooted plants. In like manner, for deeper-rooted plants, a minimum of 10 feet should be maintained. These deeper-rooted plants should still have a low moisture requirement.

• Trees should be planted no closer than a distance equal to three-quarters of their mature height or 15 feet, whichever is greater.

It should be understood that these recommendations will help minimize the potential for soil movement and resulting distress, but will not eliminate this potential.

6.8 Corrosivity to Concrete

The chemical test results indicate that the site soils are negligibly corrosive to concrete.

However, in order to be consistent with standard local practice and for reasons of material availability, we recommend that Type II portland cement be used for all concrete on and below grade.

6.9 Pavements

Based on existing subgrade conditions, the following pavement sections are recommended for the areas indicated:

Traffic Area Asphalt Concrete (in.) Base Course (in.)

Passenger car parking/drives (low traffic frequency) 3 10

Major access drives (high traffic frequency) 4 9

Bituminous surfacing should be constructed of dense-graded, central plant-mix, asphalt concrete. Base course and asphalt concrete should conform with Coconino County, Current Edition specifications.

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Material and compaction requirements should conform to the recommendations presented under EARTHWORK. The gradient of paved surfaces should ensure positive drainage. Water should not pond in areas directly adjoining paved sections. The native subgrade soils will soften and lose stability if subjected to conditions which result in an increase in water content.

Due to the high static loads imposed by parked trucks in loading and unloading areas and at dumpster locations, we recommend that a rigid pavement section be considered for these areas. A minimum 6-inch thick concrete pavement over 4 inches of aggregate base course material is recommended.

6.9.1 Pavement Analyses

The recommended pavement sections are based on the following conditions. This firm should be contacted if any of these conditions change so that revised recommendations can be provided, if necessary.

a. A correlated R-value of 13 for the on-site soils which corresponds to a resilient modulus of approximately 4,000 pounds per square inch. Any required fills should be constructed using on-site or imported materials with subgrade support characteristics equal to or greater than the subgrade soils in the area being filled.

b. Structural coefficients of 0.40 for asphalt concrete and 0.12 for aggregate base course material.

c. A present serviceability index of 4.5, a terminal serviceability index of 2.5, an overall standard deviation of 0.35, a reliability factor of 85 percent, a drainage coefficient of 0.85, a seasonal variation factor of 3.5, and a design life of 20 years.

d. A total 18-kip equivalent single axle load (ESAL) of 25,000 for the passenger car parking areas and 50,000 for the major access drive areas.

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7.0 EARTHWORK

7.1 General

The conclusions contained in this report for the proposed construction are contingent upon compliance with recommendations presented in this section. Any excavating, trenching, or disturbance that occurs after completion of the earthwork must be backfilled, compacted and tested in accordance with the recommendations contained herein. It is not reasonable to rely upon our conclusions and recommendations if any future unobserved and untested trenching, earthwork activities or backfilling occurs.

7.2 Site Clearing

Strip and remove all vegetation, debris, and any other deleterious materials from the building area. The building area is defined as that area within the building footprint plus 5 feet beyond the perimeter of that footprint. All exposed surfaces should be free of mounds and depressions that could prevent uniform compaction.

7.3 Excavation

We anticipate that excavations into the shallow site soils for the proposed construction can be accomplished with conventional equipment. On site soils will pump or become unworkable at high water contents. Workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with drier granular materials may be necessary. The use of lightweight excavation and compaction equipment may be required to minimize subgrade pumping.

7.4 Spread Footing Foundation Preparation

In footing areas, remove existing soils to a minimum depth of 2.5 feet below the bottom of the footing. Removal may extend straight down along the sides of the footing. Replace the removed soils with properly consolidated, lean mix (2-sack) concrete backfill material.

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7.5 Conventional Slab Preparation

Slabs-on-grade should be founded on a minimum thickness of 2.5 feet of imported, low expansive, engineered fill material. Remove native soils, as necessary, to a minimum depth of 2.5 feet below the bottom of the slab (depth D in the diagram below). Following the removal, scarify, moisten or dry as required, and compact all subgrade soils to a minimum depth of 8 inches. Replace the removed soils with properly compacted, imported, low to non-expansive, engineered fill material. The aggregate base course below the slab may be included as part of the low to non-expansive engineered fill.

The subgrade preparation should be accomplished in a manner that will result in uniform water contents and densities after compaction.

7.6 Exterior Slab Preparation

The soils on this site have the potential to expand and shrink with changes in moisture content. In addition, frost penetration in the upper soils may cause surface heaving.

Therefore, relatively lightweight exterior concrete flatwork such as sidewalks and patios may experience movements resulting in cracking or vertical offsets. To reduce the potential for damage, we recommend:

• Use of fill with low expansion potential

• Use of fill with low to negligible frost susceptibility

• Placement of effective control joints on relatively close centers

• Moisture-density control during placement of subbase fills

• Provision for adequate drainage in areas adjoining the slabs jsommer Highlight jsommer Highlight jsommer Highlight

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• Use of designs which allow vertical movement between the exterior slabs and adjoining structural elements

It should be understood that these recommendations will help reduce the potential for soil movement and resulting distress, but will not eliminate this potential. Furthermore, the use of municipal specifications and details may not mitigate the potential for movements of the expansive or frost susceptible on-site soils.

7.7 Pavement Preparation

Prior to placement of fill and/or pavement materials, the exposed subgrade soils should be proof-rolled and observed by the geotechnical engineer or his qualified representative to verify that stable subgrade conditions exist. Any loose, soft, disturbed, or otherwise unsuitable materials should be over-excavated and replaced with engineered fill. The subgrade should then be scarified, moisture conditioned as required, and recompacted for a minimum depth of 8 inches.

7.8 Materials

a. Clean on-site native soils with a maximum dimension of 6 inches or imported materials may be used as fill material for the following:

• pavement areas

• landscape areas

• exterior perimeter stem wall backfill in non-slab areas

b. On-site soils are not recommended for use beneath conventional interior or exterior slabs-on-grade or as backfill below slabs. Imported, low expansive, engineered fill should be used in these areas.

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

d. Lean mix (2-sack) concrete backfill should consist of aggregate base course type material combined with 2 sacks of cement per cubic yard. A coarse rock mix should not be used.

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e. Imported soils should conform to the following:

• Gradation (ASTM C136): percent finer by weight

6" 4" .......................................................................................................................... 85-100 ¾” .......................................................................................................................... 70-100 No. 4 Sieve ............................................................................................................ 50-100 No. 200 Sieve .................................................................................................... 40 (max)

• Maximum expansive potential (%)1 ........................................................................... 1.5

• Maximum soluble sulfates (%) ................................................................................. 0.10

f. Base course should conform to current Coconino County specifications.

7.9 Placement and Compaction

a. Place and compact fill in horizontal lifts, using equipment and procedures that will produce recommended water contents and densities throughout the lift.

b. Uncompacted lift thickness should not exceed 8 inches.

c. No fill should be placed over frozen ground.

d. Materials should be compacted to the following:

Minimum Percent Material Compaction (ASTM D698)

• On-site soil, reworked:

Below slabs-on-ground Below pavement

1 Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 100 psf surcharge and submerged.

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Minimum Percent Material Compaction (ASTM D698)

• On-site soil, fill:

Landscape areas

• Imported soil, fill:

Below slabs-on-ground

• Aggregate base:

Below slabs Below pavement

• Structural backfill

• Non-structural backfill

e. On-site soils should be compacted with a moisture content in the range of optimum to 4 percent above optimum. Imported soils with low expansive potential and aggregate base course materials should be compacted with a moisture content in the range of 3 percent below to 3 percent above optimum.

7.10 Compliance

Recommendations for foundations, slabs-on-grade and pavements supported on compacted fills or prepared subgrade depend upon compliance with the EARTHWORK recommendations. To assess compliance, observation and testing should be performed under the direction of a WT geotechnical engineer. Please contact us to provide these observation and testing services.

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8.0 ADDITIONAL SERVICES

The recommendations provided in this report are based on the assumption that a sufficient schedule of tests and observations will be performed during construction to verify compliance.

At a minimum, these tests and observations should be comprised of the following:

Observations and testing during site preparation and earthwork, Observation of foundation excavations, and

Consultation as may be required during construction.

Retaining the geotechnical engineer who developed your report to provide construction observation is the best way to verify compliance and to help you manage the risks associated with unanticipated conditions.

9.0 LIMITATIONS

This report has been prepared assuming the project criteria described in 2.0 PROJECT DESCRIPTION. If changes in the project criteria occur, or if different subsurface conditions are encountered or become known, the conclusions and recommendations presented herein shall become invalid. In any such event, WT should be contacted in order to assess the effect that such variations may have on our conclusions and recommendations. If WT is not retained for the construction observation and testing services to determine compliance with this report, our professional responsibility is accordingly limited.

The recommendations presented are based entirely upon data derived from a limited number of samples obtained from widely spaced explorations. The attached logs are indicators of subsurface conditions only at the specific locations and times noted. This report assumes the uniformity of the geology and soil structure between explorations, however variations can and often do exist. Whenever any deviation, difference, or change is encountered or becomes known, WT should be contacted.

This report is for the exclusive benefit of our client alone. There are no intended third-party beneficiaries of our contract with the client or this report, and nothing contained in the contract or this report shall create any express or implied contractual or any other relationship with, or claim or cause of action for, any third party against WT.

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10.0 CLOSURE

We prepared this report as an aid to the designers of the proposed project. The comments, statements, recommendations and conclusions set forth in this report reflect the opinions of the authors. These opinions are based upon data obtained at the location of the explorations, and from laboratory tests. Work on your project was performed in accordance with generally accepted standards and practices utilized by professionals providing similar services in this locality. No other warranty, express or implied, is made.

Approximate Boring/Test Pit Location

Not to Scale

Plate: 1Job No.: 2522JB270

Western Technologies Inc.

Boring/Test Pit Location Diagram

FOREST SERVICE OFFICE REPLACEMENT

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

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

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

Base Course Grade Top of base course.

Bench A horizontal surface in a sloped deposit.

Caisson/Drilled Shaft A concrete foundation element cast in a circular excavation which may have an enlarged base (or belled caisson).

Concrete Slabs‐On‐Grade A concrete surface layer cast directly upon base course, subbase or subgrade.

Crushed Rock Base Course A base course composed of crushed rock of a specified gradation.

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

Engineered Fill Specified soil or aggregate material placed and compacted to specified density and/or moisture conditions under observations of a representative of a soil engineer.

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

Existing Grade The ground surface at the time of field exploration.

Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture.

Fill Materials deposited by the actions of man.

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

Gravel Base Course A base course composed of naturally occurring gravel with a specified gradation.

Heave Upward movement.

Native Grade The naturally occurring ground surface.

Native Soil Naturally occurring on‐site soil.

Rock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation.

Sand and Gravel Base Course A base course of sand and gravel of a specified gradation.

Sand Base Course A base course composed primarily of sand of a specified gradation.

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

Settlement Downward movement.

Soil Any unconsolidated material composed of discrete solid particles, derived from the physical and/or chemical disintegration of vegetable or mineral matter, which can be separated by gentle mechanical means such as agitation in water.

Strip To remove from present location.

Subbase A layer of specified material placed to form a layer between the subgrade and base course.

Subbase Grade Top of subbase.

Subgrade Prepared native soil surface.

DEFINITION OF TERMINOLOGY

PLATE

A‐1

81WTI

091614

COARSE‐GRAINED SOILS

LESS THAN 50% FINES

FINE‐GRAINED SOILS

MORE THAN 50% FINES

GROUP

SYMBOLS

DESCRIPTION MAJOR

DIVISIONS

GROUP

SYMBOLS

DESCRIPTION MAJOR

DIVISIONS

GW

WELL‐GRADED GRAVEL OR WELL‐GRADED

GRAVEL WITH SAND, LESS THAN 5% FINES

GRAVELS

MORE THAN

HALF

OF COARSE

FRACTION

IS LARGER THAN

NO. 4

SIEVE SIZE

ML

SILT, SILT WITH SAND OR GRAVEL, SANDY SILT, OR

GRAVELLY SILT SILTS

AND

CLAYS

LIQUID LIMIT

LESS

THAN 50

GP

POORLY‐GRADED GRAVEL OR POORLY‐GRADED

GRAVEL WITH SAND, LESS THAN 5% FINES CL

LEAN CLAY OF LOW TO MEDIUM PLASTICITY,

SANDY CLAY, OR GRAVELLY CLAY

GM

SILTY GRAVEL OR SILTY GRAVEL WITH SAND,

MORE THAN 12% FINES OL

ORGANIC SILT OR ORGANIC CLAY OF LOW TO

MEDIUM PLASTICITY

GC

CLAYEY GRAVEL OR CLAYEY GRAVEL WITH

SAND, MORE THAN 12% FINES MH

ELASTIC SILT, SANDY ELASTIC SILT, OR GRAVELLY

ELASTIC SILT SILTS

AND

CLAYS

LIQUID LIMIT

MORE

THAN 50

SW

WELL‐GRADED SAND OR WELL‐GRADED SAND

WITH GRAVEL, LESS THAN 5% FINES SANDS

MORE THAN

HALF

OF COARSE

FRACTION

IS SMALLER

THAN

NO. 4

SIEVE SIZE

CH

FAT CLAY OF HIGH PLASTICITY, SANDY FAT CLAY, OR

GRAVELLY FAT CLAY

SP

POORLY‐GRADED SAND OR POORLY‐GRADED

SAND WITH GRAVEL, LESS THAN 5% FINES OH

ORGANIC SILT OR ORGANIC CLAY OF HIGH

PLASTICITY

SM

SILTY SAND OR SILTY SAND WITH GRAVEL,

MORE THAN 12% FINES

PT PEAT AND OTHER HIGHLY ORGANIC SOILS

HIGHLY

ORGANIC

SOILS SC

CLAYEY SAND OR CLAYEY SAND WITH GRAVEL,

MORE THAN 12% FINES

NOTE: Coarse‐grained soils receive dual symbols if they NOTE: Fine‐grained soils may receive dual classification contain 5% to 12% fines (e.g., SW‐SM, GP‐GC). based upon plasticity characteristics (e.g. CL‐ML).

SOIL SIZES CONSISTENCY

COMPONENT SIZE RANGE CLAYS & SILTS BLOWS PER FOOT

BOULDERS Above 12 in. VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

0 – 2 3 – 4 5 – 8 9 – 15 16 – 30

OVER 30

COBBLES 3 in. – 12 in.

GRAVEL

Coarse Fine

No. 4 – 3 in.

¾ in. – 3 in.

No. 4 – ¾ in.

SAND

Coarse

Medium Fine

No. 200 – No. 4

No. 10 – No. 4

No. 40 – No. 10 No. 200 – No. 40

RELATIVE DENSITY

SANDS & GRAVELS BLOWS PER FOOT

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

0 – 4 5 – 10 11 – 30 31 – 50 OVER 50 Fines (Silt or Clay) Below No. 200

NOTE: Only sizes smaller than three inches are used to classify soils

NOTE: Number of blows using 140‐pound hammer falling 30 inches to drive a 2‐inch‐OD

(1⅜‐inch ID) split‐barrel sampler (ASTM D1586).

PLASTICITY OF FINE GRAINED SOILS DEFINITION OF WATER CONTENT

PLASTICITY INDEX TERM DRY

SLIGHTLY DAMP

DAMP

MOIST

WET

SATURATED

1 – 7

8 – 20

Over 20

NON‐PLASTIC

LOW

MEDIUM

HIGH

METHOD OF CLASSIFICATION

A‐2

81 WTI

090414

The number shown in "BORING NO." or “TEST PIT NO.” refers to the approximate location of the same number indicated on the "Boring/Test Pit Location Diagram" as positioned in the field by pacing or measurement from property lines and/or existing features.

"DRILLING TYPE" refers to the exploratory equipment used in the boring wherein HSA = hollow stem auger, and the dimension presented is the outside diameter of the HSA used.

"EQUIPMENT TYPE" refers to the equipment used in the excavation of the test pit, and may include the width of the bucket on the excavator and the use of “rock” teeth or attachments.

"R" in “BLOW COUNTS" refers to a 3-in. outside diameter ring-lined split spoon sampler driven into the ground with a 140 lb. drop-hammer dropped 30 inches repeatedly until a penetration of 12 inches is achieved or until refusal. The number of blows required to advance the sampler 12 inches is defined as the “R” blow count. The “R” blow count requires an engineered conversion to an equivalent SPT N-Value. Refusal to penetration is considered more than 50 blows for a 6-inch increment. (Ref. ASTM D3550). A double vertical line within the symbol indicates no sample recovery. A circle within the symbol indicates sample disturbance.

"SAMPLE TYPE" refers to the form of sample recovery, in which R = Ring-lined sample, G = Grab sample.

"DRY DENSITY (LBS/CU FT)" refers to the laboratory-determined dry density in pounds per cubic foot. The symbol "NR" indicates that no sample was recovered.

"WATER (MOISTURE) CONTENT (% OF DRY WT.)" refers to the laboratory-determined water content in percent using the standard test method ASTM D2216.

"USCS" refers to the “Unified Soil Classification System” Group Symbol for the soil type as defined by ASTM D2487 and D2488. The soils were classified visually in the field, and where appropriate, classifications were modified by visual examination of samples in the laboratory and/or by appropriate tests.

These notes and boring/test pit logs are intended for use in conjunction with the purposes of our services defined in the text.

Boring/test pit log data should not be construed as part of the construction plans nor as defining construction conditions.

Boring/test pit logs depict our interpretations of subsurface conditions at the locations and on the date(s) noted. Variations in subsurface conditions and characteristics may occur between borings/test pits. Groundwater levels may fluctuate due to seasonal variations and other factors.

The stratification lines shown on the boring/test pit logs represent our interpretation of the approximate boundary between soil or rock types based upon visual field classification at the boring/test pit location.