ATTACHMENT 1 - SPECIFICATIONS HKRZ222111 19 FEB 24.pdf

SPECIFICATIONS

Project Number: HKRZ 222111 A/E Project Number: 2023-080

BUILDING 208

ADD/ALTER & RENOVATION

FORT SMITH, ARKANSAS 72903

100% Final Design

19 February 2024

GURRI MATUTE

CROMWELL JV, LLC

This page was intentionally left blank for duplex printing.

Building 208 Add/Alter & Reno 100% Final Design HKRZ 222111 Air National Guard Base A/E 2023-080 Fort Smith, Arkansas February 2024

CERTIFICATIONS

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SECTION 00 01 05

CERTIFICATIONS

I hereby certify that the architectural portions of work included in these plans and specifications, except as otherwise indicated, have been prepared by me, or under my direct supervision.

Jose G. Matute, AIA State of Florida, Registered Architect License # AR0014415

GURRIMATUTE

5001 SW74th Court, Suite 208 Miami, Florida 33155

02-19-2023 Date

I hereby certify that the structural portions of work included in these plans and specifications, except as otherwise indicated, have been prepared by me, or under my direct supervision.

Blake Hollingshead, PE Structural Engineer

CROMWELL ARCHITECTS

ENGINEERS, INC.

Architects Engineers 1300 East 6th Street Little Rock, Arkansas 72202

02-19-2023 Date

I hereby certify that fire protection portions of work included in these plans and specifications, except as otherwise indicated, have been prepared by me, or under my direct supervision.

John Worsham, PE Fire Protection Engineer

CROMWELL ARCHITECTS

ENGINEERS, INC.

Architects Engineers 1300 East 6th Street Little Rock, Arkansas 72202

02-19-2023 Date

Digitally signed by Jose G Matute

DN: CN=Jose G Matute, dnQualifier=A01410D0000 018941F5A4C900016D90, O=Gurri Matute PA, C=US

Date: 2024.02.13 16:33:58-05'00'

Fort Smith, Arkansas February 2024

CERTIFICATIONS

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I hereby certify that the mechanical portions of work included in these plans and specifications, except as otherwise indicated, have been prepared by me, or under my direct supervision.

Christopher R. Borné, PE Mechanical Engineer

CROMWELL ARCHITECTS

ENGINEERS, INC.

Architects Engineers 1300 East 6th Street Little Rock, Arkansas 72202

02-19-2023 Date

I hereby certify that the electrical portions of work included in these plans and specifications, except as otherwise indicated, have been prepared by me, or under my direct supervision.

Pamela S. McElrath, PE Electrical Engineer

CROMWELL ARCHITECTS

ENGINEERS, INC.

Architects Engineers 1300 East 6th Street Little Rock, Arkansas 72202

02-19-2023 Date

Fort Smith, Arkansas February 2024

TABLE OF CONTENTS

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SECTION 00 01 10

TABLE OF CONTENTS

PROCUREMENT AND CONTRACTING REQUIREMENTS

DIVISION 00 -- PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 05 - Certifications Page 00 01 10 - Table of Contents 00 31 00 - Available Project Information

Geotechnical Report

SPECIFICATIONS

DIVISION 01 -- GENERAL REQUIREMENTS

01 11 00 - Summary of Work 01 14 16 - Occupancy 01 14 19 - Coordination 01 30 00 - Submittal Schedule 01 33 00 - Submittal Procedures 01 45 00 - Quality Control 01 45 33 - Special Inspections

Statement of Special Inspections Statement of SI Requirements for Seismic Resistance Statement of SI Requirements for Tornado Resistance Schedule of Special Inspections Final Report of Special Inspections Contractor Statement of Responsibility Fabricator Certificate of Compliance Nonstructural Components Seismic Certificate of Compliance Certificate of Compliance for Designated Seismic Systems Minimum Special Inspector Qualifications Special Inspection Report Special Inspection Discrepancy Notice

01 50 00 - Construction Facilities and Temporary Controls 01 57 13 - Temporary Erosion and Sediment Control 01 57 23 - Storm Water Pollution Prevention Measures 01 62 35 - Recycled / Recovered Materials 01 63 00 - Substitutions and Product Options 01 63 50 - Material Shipments 01 69 99 - Real Property Records 01 78 00 - Closeout Submittals 01 79 00 - Demonstration and Training

DIVISION 02 -- EXISTING CONDITIONS

02 41 00 - Demolition 02 42 00 - Construction and Demolition Waste Management

DIVISION 03 -- CONCRETE

03 20 00 - Concrete Reinforcing 03 30 00 - Cast-in-Place Concrete

Fort Smith, Arkansas February 2024

TABLE OF CONTENTS

00 01 10 - 2

DIVISION 04 -- MASONRY

04 20 01 - Masonry Veneer 04 29 00 - Engineered Unit Masonry

DIVISION 05 -- METALS

05 12 00 - Structural Steel Framing 05 31 00 - Steel Decking 05 50 00 - Metal Fabrications 05 51 33 - Metal Ladders

DIVISION 06 -- WOOD, PLASTICS, AND COMPOSITES

06 10 00 - Rough Carpentry 06 20 00 - Finish Carpentry 06 41 00 - Architectural Wood Casework

DIVISION 07 -- THERMAL AND MOISTURE PROTECTION

07 13 00 - Sheet Waterproofing 07 21 00 - Thermal Insulation 07 21 19 - Foamed-In-Place Insulation 07 25 00 - Weather Barriers 07 52 00 - Modified Bituminous Membrane Roofing 07 62 00 - Sheet Metal Flashing and Trim 07 72 00 - Roof Accessories 07 84 00 - Firestopping 07 92 00 - Joint Sealants 07 95 13 - Expansion Joint Cover Assemblies

DIVISION 08 -- OPENINGS

08 11 13 - Hollow Metal Doors and Frames 08 14 16 - Flush Wood Doors 08 31 00 - Access Doors and Panels 08 33 23 - Overhead Coiling Doors 08 43 13 - Aluminum-Framed Storefronts 08 71 00 - Door Hardware 08 80 00 - Glazing 08 91 00 - Louvers

DIVISION 09 -- FINISHES

09 05 61 - Common Work Results for Flooring Preparation 09 21 16 - Gypsum Board Assemblies 09 51 00 - Acoustical Ceilings 09 61 33 - Concrete Floor Sealer 09 65 00 - Resilient Flooring 09 68 13 - Tile Carpeting 09 69 00 - Access Flooring 09 90 00 - Painting and Coating

Fort Smith, Arkansas February 2024

TABLE OF CONTENTS

00 01 10 - 3

DIVISION 10 -- SPECIALTIES

10 14 00 - Signage 10 22 39 - Folding Panel Partitions 10 26 00 - Wall and Corner Guards 10 44 00 - Fire Protection Specialties

DIVISION 12 -- FURNISHINGS

12 36 00 - Countertops

DIVISION 21 -- FIRE SUPPRESSION

21 05 00 - Common Work Results for Fire Suppression 21 05 23 - General-Duty Valves for Water-Based Fire-Suppression Piping 21 05 48 - Vibration and Seismic Controls for Fire Suppression Piping and Equipment 21 05 53 - Identification for Fire Suppression Piping and Equipment 21 11 00 - Facility Fire-Suppression Water-Service Piping 21 13 00 - Fire-Suppression Sprinkler Systems

DIVISION 22 -- PLUMBING

22 05 10 - Basic Plumbing Requirements 22 05 29 - Hangers and Supports for Plumbing Piping and Equipment 22 05 48 - Plumbing Vibration Isolation And Seismic Restraint 22 07 19 - Plumbing Piping Insulation 22 10 05 - Plumbing Piping 22 10 06 - Plumbing Piping Specialties 22 30 00 - Plumbing Equipment 22 40 00 - Plumbing Fixtures

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

23 05 10 - Basic HVAC Requirements 23 05 13 - Common Motor Requirements for HVAC Equipment 23 05 29 - Hangers and Supports for HVAC Piping and Equipment 23 05 48 - Vibration and Seismic Controls for HVAC 23 05 53 - Identification for HVAC Piping and Equipment 23 05 93 - Testing, Adjusting, and Balancing for HVAC 23 07 13 - Duct Insulation 23 07 19 - HVAC Piping Insulation 23 09 13 - Instrumentation and Control Devices for HVAC 23 09 23 - Direct-Digital Control System for HVAC 23 21 13 - Hydronic Piping 23 23 00 - Refrigerant Piping 23 31 00 - HVAC Ducts and Casings 23 33 00 - Air Duct Accessories 23 34 23 - HVAC Power Ventilators 23 37 00 - Air Outlets and Inlets 23 81 24 - Computer Room Air Conditioners - Floor Mounted

Fort Smith, Arkansas February 2024

TABLE OF CONTENTS

00 01 10 - 4

23 81 29 - Variable Refrigerant Flow HVAC Systems

DIVISION 25 -- INTEGRATED AUTOMATION

25 05 11 - Cybersecurity for Facility-Related Control Systems Contractor Computer Cybersecurity Compliance Statement Contractor Temporary Network Cybersecurity Compliance Statement Cybersecurity Schedules - Interconnection Schedule Cybersecurity Schedules - Network Communication Cybersecurity Schedules - Wireless Communication Cybersecurity Schedules - Multiple IP Connection Inventory Spreadsheet

DIVISION 26 -- ELECTRICAL

26 05 05 - Selective Demolition for Electrical 26 05 19 - Low-Voltage Electrical Power Conductors and Cables 26 05 26 - Grounding and Bonding for Electrical Systems 26 05 29 - Hangers and Supports for Electrical Systems 26 05 33.13 - Conduit for Electrical Systems 26 05 33.16 - Boxes for Electrical Systems 26 05 33.23 - Surface Raceways for Electrical Systems 26 05 36 - Cable Trays for Electrical Systems 26 05 48 - Vibration and Seismic Controls for Electrical Systems 26 05 53 - Identification for Electrical Systems 26 05 73 - Power System Studies 26 05 83 - Wiring Connections 26 09 13.13 - Electrical Power Management System 26 09 23 - Lighting Control Devices 26 21 00 - Low-Voltage Electrical Service Entrance 26 22 00 - Low-Voltage Transformers 26 24 16 - Panelboards 26 27 01 - Electrical Service Entrance 26 27 26 - Wiring Devices 26 28 16.16 - Enclosed Switches 26 51 00 - Interior Lighting 26 56 00 - Exterior Lighting

DIVISION 27 -- COMMUNICATIONS

27 05 29 - Hangers and Supports for Communications Systems 27 05 33.13 - Conduit for Communications Systems 27 10 00 - Structured Cabling

DIVISION 28 -- ELECTRONIC SAFETY AND SECURITY

28 31 11 - Building Intrusion Detection 28 46 00 - Fire Detection and Alarm

DIVISION 31 -- EARTHWORK

31 10 00 - Site Clearing

Fort Smith, Arkansas February 2024

TABLE OF CONTENTS

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31 22 00 - Grading 31 23 16 - Excavation 31 23 16.13 - Trenching 31 23 23 - Fill 31 31 16 - Termite Control 31 63 29 - Drilled Concrete Piers and Shafts

DIVISION 32 -- EXTERIOR IMPROVEMENTS

32 13 13 - Concrete Paving 32 92 23 - Sodding

DIVISION 33 -- UTILITIES

33 01 10.58 - Disinfection of Water Utility Piping Systems 33 14 16 - Site Water Utility Distribution Piping

END OF SECTION

Fort Smith, Arkansas February 2024

AVAILABLE PROJECT INFORMATION

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SECTION 00 31 00

AVAILABLE PROJECT INFORMATION

PART 1 GENERAL

1.01 EXISTING CONDITIONS

A. Certain information relating to existing surface and subsurface conditions and structures is available to bidders but will not be part of the Contract Documents, as follows:

B. Geotechnical Report: Entitled Results of Geotechnical Investigation Building 208 Addition, dated November 7, 2023.

1. Prepared by Grubbs, Hoskyn, Barton & Wyatt, Inc., Little Rock, Arkansas.

2. For Contractor's convenience a copy is included following end of this section.

3. This report identifies properties of below grade conditions and offers recommendations for the design of foundations, prepared primarily for the use of the Architect Engineer.

4. The recommendations described shall not be construed as a requirement of this Contract, unless specifically referenced in the Contract Documents.

5. This report, by its nature, cannot reveal all conditions that exist on the site. Should subsurface conditions be found to vary substantially from this report, changes in the design and construction of foundations will be made, with resulting credits or expenditures to the Contract Sum accruing to Contracting Officer by a Change Order.

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION - NOT USED

November 7, 2023 Project No. 23-075

Gurri Matute Cromwell JV LLC 1300 East 6th Street Little Rock, Arkansas 72202

Attn: Mr. Matt Deierlein, AIA

RESULTS of GEOTECHNICAL INVESTIGATION

BUILDING 208 ADDITION

EBBING AIR NATIONAL GUARD BASE – FORT SMITH, ARKANSAS

INTRODUCTION

This report provides the final results of the geotechnical investigation performed for the proposed FSM Building 208 addition planned at Ebbing Air National Guard Base in Fort Smith, Arkansas. These services were authorized on behalf of Gurri Matute Cromwell JV LLC on August 7, 2023. This study has been performed in general accordance with our proposal of April 19, 2023

(GHBW Proposal 23-052). Preliminary results and recommendations were provided in the interim report submitted on September 17, 2023. The recommendations of the preliminary submittal are confirmed herein. In addition, recommendations for an additional foundation in an interior space are provided.

We understand the project will be a single-story building addition with a plan footprint of approximately 3000 sq feet. The building addition will utilize either conventional steel construction or CMU bearing walls. Maximum column and wall loads are expected to be 45 kips and 3 kips per linear ft, respectively. The addition will be connected to the existing building but with a lower finish floor. Site grading information has not been provided. However, grades are expected to match that of the existing building.

The purposes of this study were to explore subsurface conditions at the Building 208 addition site and to develop recommendations to guide design and construction of foundations and construction criteria. The results of the field and laboratory studies are discussed in the following report sections. Subsequent report sections provide recommendations for design and construction.

GRUBBS, HOSKYN, BARTON & WYATT, LLC NOVEMBER 7, 2023

PROJECT NO. 23-075 – FSM BUILDING 208 ADDITION PAGE 2

SUBSURFACE EXPLORATION

Subsurface conditions at the Building 208 addition site were explored by drilling two (2) sample borings to 14- to 14.5-ft depth. The borings were advanced to practical refusal in weathered shale. The site vicinity is shown on Plate 1. The approximate boring locations are shown on the Plan of Borings, Plate 2. Boring logs, showing subsurface conditions and the results of field and laboratory tests, are shown on Plates 3 and 4. Keys to the terms and symbols used on the logs are provided on Plates 5 and 6.

The borings were drilled with a truck-mounted CME 45 rotary-drilling rig using continuous-flight augers and dry-auger drilling procedures. Soil and weathered rock samples were obtained using a 2-in.-diameter split-barrel sampler driven into the strata by blows of a 140-lb automatic hammer with 30-in. drop in accordance with Standard Penetration Test (SPT) procedures. The number of blows required to drive the standard split-barrel sampler the final 12 in. of an 18-in. total drive, or a portion thereof, is defined as the Standard Penetration Number (N). Recorded N-values are shown on the boring logs in the "Blows Per Ft" column.

All samples were removed from sampling tools in the field, examined and visually classified.

Samples were then placed in appropriate containers to prevent moisture loss and/or change in condition during transfer to our laboratory for further examination and testing.

The borings were advanced using dry-auger drilling procedures to the extent possible to facilitate evaluation of shallow groundwater conditions. Observations regarding groundwater are noted in the lower-right portion of each log and are discussed in subsequent sections of this report.

All boreholes were backfilled after obtaining the final water level readings.

LABORATORY TESTING

To evaluate pertinent physical and engineering characteristics of the foundation and subgrade soil and rock, laboratory tests consisting of natural water content determinations (ASTM D2216) and classification tests were performed on selected representative samples. A total of 12 natural water content determinations were performed to develop a water content profile for each boring. The results of these tests are plotted on the logs as solid circles, in accordance with the scale and symbols shown in the legend located in the upper-right corner.

To verify field classification and to evaluate soil plasticity, four (4) liquid and plastic

(Atterberg) limit determinations (ASTM D4318) and four (4) sieve analyses (ASTM D6913) were performed on selected representative samples. The Atterberg limits are plotted on the logs as pluses

PROJECT NO. 23-075 – FSM BUILDING 208 ADDITION PAGE 3

inter-connected with a dashed line using the water content scale. The percent of soil passing the No.

200 Sieve is noted in the "Minus No. 200" column on the log forms. Classification test results, as well as soil classification by the Unified Soil Classification System (ASTM D2487) and the

AASHTO Classification System (M 145) are summarized in Appendix A.

Analytical laboratory testing was performed to measure soil pH, soil resistivity, and soil sulfate and chloride contents on representative samples. These data were utilized to evaluate the corrosive potential of the soil to steel and concrete. Soil resistivity (AASHTO T 288), sulfate and chloride contents (AASHTO T 290/T 291), and soil pH (ASSHTO T 289) measurements were obtained. These test results are provided in Appendix B.

GENERAL SITE and SUBSURFACE CONDITIONS

Site Conditions

The Building 208 addition site is located at the Ebbing Air National Guard Base in Fort Smith, Arkansas. The addition will connect to the northeast corner of Building 208. The project area is open with a landscaped, short grass cover. A large pine tree is present near the center of the building area.

The site is surrounded by concrete sidewalks to the north and south and Super Saber Street lies to the east. The site terrain is flat and surface drainage of the project site is considered poor.

Seismic Conditions

The Sebastian County, Arkansas site is located in Seismic Zone 1, defined by the Arkansas

Building Authority (2005) as the zone of least seismic potential. Based on the results of the borings and the local geology, a Seismic Site Class C (very dense soil and soft rock profile) is considered suitable for the site in accordance with the criteria of IBC 2021.

Site Geology

The project site is located in the mapped exposure of the Pennsylvanian Period McAlester

Formation. The McAlester Formation consists of several hundred feet of shale with thin sandstone and coal beds, several hundred feet of shale with a few sandstone beds and coal and is capped by several hundred feet of shale with occasional coal beds. The McAlester Formation rests conformably on the Hartshorne Sandstone and the Lower Hartshorne Coal is just above the base of the McAlester.

The McAlester Formation is about 500 to 2300 ft thick.

Subsurface Conditions

The results of the borings indicate that the surface and near-surface soils are comprised of on on-site fill extending to approximately 4-ft depth. The on-site fill is comprised of stiff to very stiff

PROJECT NO. 23-075 – FSM BUILDING 208 ADDITION PAGE 4

tan, reddish tan, and grayish brown silty clay with variable amounts of shale fragments. SPT N-values in the fill range from 12 to 26 blows per ft indicating fair to good compaction and moderate to low compressibility. The depth, content, and compaction of the on-site fill could vary across the site.

The on-site fill is underlain to 6.5- to 8-ft depth by natural very soft to very stiff tan, reddish tan, and gray silty clay. The natural silty clay has low plasticity, variable low to high shear strength, and high to low compressibility. The silty clay represents residual soil which has weathered from the underlying shale units.

Low hardness to moderately hard dark gray and reddish tan weathered shale extends to in excess of the completion depths of the borings. The weathered shale units exhibit very poor to poor rock quality but high shear strength and low compressibility. Competence of the weathered shale units increases with depth. Practical auger refusal was encountered at 14- to 14.5-ft depth.

Groundwater was not encountered in the borings drilled in September 2023. Though not encountered in the borings, shallow perched water could be in the on-site fill or at the interface of the residual soils and weathered shale. Groundwater levels and amounts will vary with seasonal precipitation and stream levels in nearby waterways and drainage features.

Soil Corrosion Potential

The analytical test results indicate soil resistivity to range from 6300 to 10,575 ohm-cm. The measured soil pH value was 5.3 for both samples. Based on published correlations with these values and the soil classification, the surface and near-surface silty clay fill is considered to have a low to moderate corrosive potential to unprotected steel.

The soil chloride and sulfate content were also measured for the two (2) samples. The measured sulfate content ranged from 35 to 65 parts per million. Based on information published by the Portland Cement Association (PCA)1, the measured sulfate contents indicate negligible sulfate exposure (0 to 150 parts per million). Given these results, we believe that the potential for sulfate attack of reinforced concrete on this site is low. Use of Type I or Type II Portland Cement is considered suitable.

The measured chloride content was below the detection limit of 10 parts per million for each sample. This value is considered low. We believe that there is a low potential for corrosion of concrete due to chlorides on this site.

1 Design and Control of Concrete Mixtures; Thirteenth Edition; Portland Cement Association; 1994

PROJECT NO. 23-075 – FSM BUILDING 208 ADDITION PAGE 5

FOUNDATION RECOMMENDATIONS

Foundation Design Considerations

Foundations for the addition building must satisfy two (2) basic and independent design criteria. First, the maximum bearing pressure must not exceed the allowable bearing pressure based on an adequate factor of safety with respect to soil shear strength and rock competence and compressive strength. Secondly, foundation movements resulting from consolidation, shrinking, or swelling of the supporting strata must be within tolerable limits for the structure. Construction factors such as foundation construction, excavation procedures, and surface and groundwater conditions must also be considered.

The on-site fill exhibits fair to good compaction and apparently extends to about 4 feet. The underlying natural silty clay exhibits variable low to high shear strength with a high to moderate potential for settlement, limiting suitability of shallow foundation units. Given the existing building supported on drilled piers, a deep foundation system comprised of straight-shaft piers for support of structural loads is considered the most suitable foundation system for the addition. Use of an individual footing for the isolated interior point load is suitable, provided the foundation loads are transferred through the on-site fill to a suitable bearing stratum of natural stiff to very stiff silty clay or competent weathered shale. Foundation and floor slab recommendations are discussed in the following report sections.

Drilled Piers

We recommend that the foundation loads of the addition building be supported on drilled, straight-shaft piers. Drilled piers should extend through all overburden soils to be founded at least 2 ft into the competent moderately hard dark gray and reddish tan weathered shale. Drilled piers founded in the moderately hard weathered shale as recommended may be sized using a maximum net allowable end-bearing pressure of 12.5 kips per sq foot. The allowable end-bearing value includes a minimum factor of safety of 2.5 with respect to the competence of the weathered shale bearing strata.

Total and differential settlement of properly installed drilled piers founded as recommended should be less than 0.5 inch.

Resistance to axial loads, both in compression and uplift, will also be provided by skin friction in the low hardness to moderately hard weathered shale. For compression loads, an allowable skin friction value of 500 lbs per sq ft may be utilized for the low hardness to moderately hard weathered shale. This allowable compression skin friction value includes a minimum factor

PROJECT NO. 23-075 – FSM BUILDING 208 ADDITION PAGE 6

of safety of 2.5 with respect to competence of the weathered shale. Skin friction in the overburden soils should be neglected from capacity considerations.

Uplift resistance will be developed by the weight of the foundations and circumferential shaft friction. For calculation of uplift capacity, an allowable skin friction value of 425 lbs per sq ft may be utilized for the low hardness to moderately hard weathered shale. Uplift skin resistance in the on-site fill and natural overburden soils should be neglected. The allowable shaft friction value for uplift includes a minimum factor of safety of 3.0 with respect to competence of the low hardness to moderately hard weathered shale.

Resistance to lateral forces will be provided by the passive resistance of the overburden soils and the weathered shale. For the overburden on-site fill and variable natural silty clay overburden soils in excess of 5 ft below grade beam bottoms, an allowable lateral bearing pressure of 500 lbs per sq ft may be assumed. An allowable lateral bearing pressure of 1800 lbs per sq ft may be assumed for penetration into the low hardness to moderately hard weathered shale and shale up to a maximum penetration of four (4) shaft diameters into weathered shale. The allowable lateral pressure values include a minimum factor of safety of 3.0 with respect to static loads. A point of fixity at approximately two (2) shaft diameters into the low hardness to moderately hard weathered shale may be assumed for estimation purposes Where lateral loads control design or significantly impact design, performing detailed lateral load analyses will be warranted.

Drilled pier spacing must consider possible group effects and constructability. Drilled piers designed for a combination skin bearing and end bearing and bearing in weathered shale should be spaced at least two (2) shaft diameters center to center will not need capacity reduction for group effects. Closer spacings should be reviewed by the Geotechnical Engineer to determine if group effects are warranted. For laterally loaded piers, spacings closer than six (6) shaft diameters center to center could warrant a capacity reduction for group effects. Such spacings should be reviewed with the Geotechnical Engineer.

Drilled pier depths should match or exceed the as-built depth of drilled piers supporting the existing building. For constructability, drilled piers should be located at least 2 ft from existing building walls and more than 3 ft where possible. Where fresh concrete has been placed in any particular drilled shaft excavation, no drilled piers pier closer than three (3) shaft diameters should be drilled for at least 24 hours after concrete placement.

PROJECT NO. 23-075 – FSM BUILDING 208 ADDITION PAGE 7

The required length of drilled piers will vary with the magnitude of loads, specific subsurface conditions, and final grading plans. The results of the borings indicate that minimum drilled pier bottom elevations will be approximately 14 ft below existing grades. A minimum pier length of 8 ft below lowest adjacent grade and a minimum shaft diameter of 24 inches are recommended.

Drilled pier excavations must be observed by the Geotechnical Engineer to verify suitable bearing and adequate penetration. Depending on the degree and extent of weathering, rock quality and final grading plans, localized deepening or shortening of pier depths will be warranted.

Groundwater was not encountered in the borings drilled in September 2023. However, perched water could be present in the on-site fill, silty overburden soils, fractured rock zones, and beneath existing pavements and foundation elements. Minor seepage may be encountered but can probably be controlled by expedient pier construction. We recommend that casing be available during pier excavation in the event it is required to control seepage or caving.

Floor Slab

An at-grade floor slab supported on a properly-prepared subgrade is recommended for the building addition. However, site preparation must include thorough proof-rolling of the on-site fill.

Subgrade areas where pumping or rutting is exhibited should be undercut and processed and recompacted or replaced with suitable imported fill. Localized undercuts of 1 to 2 ft, more or less, could be required for floor slab subgrade preparation.

We also recommend that the floor slab be supported on a 4- to 6-in.-thick clean crushed stone or gravel layer placed on a properly prepared subgrade. The granular layer should be densified with vibrating equipment prior to floor slab concrete placement. Impervious sheeting should be placed between the slab and granular course to act as a vapor retarder.

Interior Footing for Isolated Floor Load

It is understood that an isolated individual footing for an operable partition will be added in an interior space of the building. This interior addition foundation element may consist of an individual footing. The individual footing should be founded below the on-site fill in the natural stiff to very stiff tan, reddish tan, and gray silty clay at a minimum depth of 1.5 ft below lowest adjacent grade. The footing must not be supported on the weak on-site fill or very soft to soft tan, reddish tan, and gray silty clay (see Boring 1). A minimum footing depth on the order of 4 ft below existing grade is expected to be required to develop suitable bearing.

PROJECT NO. 23-075 – FSM BUILDING 208 ADDITION PAGE 8

Based on the results of the borings, individual footings founded as recommended may be sized based on a maximum net allowable bearing pressure of 4000 lbs per sq foot. The recommended bearing value includes a minimum factor of safety of 2.5 with respect to measured shear strength of the stiff to very stiff silty clay and competence of the low hardness weathered shale. Post-construction settlement of foundations supported as recommended should be less than 1.0 inch.

The results of the borings indicate that the depth to the natural stiff to very stiff silty clay or low hardness weathered shale that are suitable for bearing varies from 4 ft to 6.5 ft below existing grades. The as-built footing depth will vary with specific subsurface conditions and final grading plans. Footings must not be founded in or just above the weak natural soils. Footing excavations or undercuts must extend through the on-site weak surface and near-surface soils to the natural stiff to very stiff tan and gray silty clay or low hardness dark gray and reddish tan highly weathered shale.

In lieu of relatively deep footings, footing excavations may be undercut to the suitable bearing stratum as field verified by the Geotechnical Engineer and backfilled with flowable fill (minimum compressive strength 300 psi) or concrete. Undercuts may be excavated neat to plan footing dimensions where backfilled with flowable fill or concrete. Footings supported on cementitious undercut backfill as recommended may be sized for the previously recommended bearing pressure.

Uplift resistance of footings will be provided by the weight of the structure and the foundation units. Resistance to lateral forces will be developed by the passive resistance of the foundation soils and sliding resistance at the footing bottom. For interior footings, the passive resistance of the soil within the upper 1 ft should be neglected. Below 2-ft depth, an ultimate passive resistance value of

350 lbs per sq ft may be assumed for the stable on-site soils. Resistance to sliding may also be evaluated using an ultimate friction value (tan ) of 0.35 for concrete on the recommended bearing stratum. Where foundation undercuts are backfilled with flowable fill or concrete, these should be rough finished to enhance friction resistance. An appropriate factor of safety must be included in analysis of sliding.

Individual footings should have a minimum dimension of 24 inches. Perimeter footings and footings in unheated areas should extend a minimum of 1.5 ft below lowest adjacent grade for embedment. All footing excavations and undercuts must be observed by the Geotechnical Engineer to verify suitable bearing and adequate undercut.

PROJECT NO. 23-075 – FSM BUILDING 208 ADDITION PAGE 9

Site Grading and Subgrade Preparation

Site preparation for the Building 208 addition will require localized clearing and grubbing and stripping the zone of organic-containing soils. The depth of stripping will be variable, with deeper stripping depths in areas with more vegetation, shrubs and trees. In general, the stripping depth is estimated to be about 6 in. in open areas but deeper in areas with shrubs and/or trees. Root balls of trees and shrubs should be completely removed and all stumpholes should be backfilled with select fill.

Following stripping and cutting, and prior to any fill placement, the subgrade should be thoroughly proof-rolled with a loaded tandem-wheel dump truck or similar equipment. All soft areas, unstable soils, or otherwise unsuitable soils should be excavated, reprocessed, and recompacted or replaced with select fill, whichever is appropriate. Depending on final grading plans and seasonal site conditions, undercuts of 2 ft, more or less, could be warranted.

The on-site silty clay and weathered shale with a maximum plasticity index (PI) of 18 are suitable for use as fill and backfill in building areas. Imported borrow for fill or backfill should consist of an approved silty clay/shale fragment blend or low-plasticity clayey sand (SC), sandy clay (CL), or clayey gravel (GC) with a liquid limit less than 40 and a maximum plasticity index (PI) of 18, or an approved alternate. All fill and backfill should be approved by the Geotechnical Engineer.

Fill and backfill in building areas should be placed in nominal 6- to 8-in.-thick lifts and compacted to at least 95 percent of the Modified Proctor (ASTM D1557) maximum dry density. Low-plasticity soils (clayey sand, sandy clay, or clayey gravel) should be compacted within a water content range of 2 percent below to 3 percent above the optimum value. Shale fragment blends should be watered as necessary to obtain a water content ranging from optimum to 3 percent above optimum during compaction.

If a silty clay-shale fragment blend fill is used, particular attention should be given to compaction and placement procedures. The shale fragment fill should be watered as necessary to obtain a water content ranging from optimum to 3 percent above optimum. A kneading-type vibratory compactor such as a sheepsfoot roller should be used to enhance the breakdown of shale fragments.

Fill and backfill should be placed in horizontal, nominal 6- to 8-in.-thick loose lifts. Each lift of fill or backfill should be properly compacted, tested and approved prior to placing subsequent lifts.

PROJECT NO. 23-075 – FSM BUILDING 208 ADDITION PAGE 10

CONSTRUCTION CONSIDERATIONS

Groundwater was not encountered in September 2023. Groundwater levels will vary with seasonal precipitation, surface runoff and infiltration, and water levels in drainage features. Limited seepage into shallow excavations, if encountered, can probably be controlled by ditching or via sump-and-pump methods. If seepage infiltration cannot be controlled, construction of drains and/or the use of stone backfill (i.e., “B” stone) will be warranted. Stone backfill should be vented to positive discharge into storm lines or to daylight.

Conventional heavy-duty drilling equipment is expected to be adequate for drilled pier excavation. The weathered shale becomes more resistant with depth and, while not expected, hard rock zones could nevertheless be encountered below about 14 feet.

We recommend that Contract Documents include an allowance for drilling intervals of rock that cannot be drilled with conventional augers fitted with rock teeth. This should include areas and where the pier excavation cannot be advanced without extraordinary effort and notably slow progress with conventional heavy-duty drilling equipment of size, power, torque, and downthrust typically used in the project area.

Drilled pier excavations should be observed by the Geotechnical Engineer to verify suitable bearing, adequate penetration, and final cleanup. Concrete should be placed in pier excavations expeditiously following completion of drilling and final cleanup to limit changes in foundation conditions. Pier excavations should be cleaned of all cuttings and should not contain more than about 3 in. of water at the time of concrete placement. Temporary casing should be on-site during pier drilling in the event it will be required to control zones of caving soils or seeping inflow.

All footing excavations and undercuts must be observed by the Geotechnical Engineer to verify suitable bearing and adequate undercut. Concrete should be placed in footing excavations expeditiously following final clean up and approval to limit changes in foundation conditions.

Footing excavations should be clean and dry at the time of concrete placement. Where footing excavations will be left open for extended periods, the bearing stratum should be protected with a thin layer of seal concrete.

CLOSURE

Site preparation, grading work, and all construction should be monitored by the Engineer or a designated representative thereof. Subsurface conditions significantly at variance with those encountered in the borings should be brought to the attention of the Geotechnical Engineer. The

Site Vicinity

SITE VICINITY MAP

FSM Building 208 Addition

Fort Smith, Arkansas

Job No. 23-075

Plate 1

Job No. 23-075

Plate 2

Scale: As ShownPLAN of BORINGS FSM Building 208 Addition

Fort Smith, Arkansas

0 2525 50 ft

B-1

B-2

50/6"

Stiff to very stiff tan and grayish brown silty clay w/ferrous nodules and stains and occasional shale fragments, dry (fill)

Very soft to soft tan, reddish tan, and gray silty clay w/ferrous nodules and stains

Low hardness dark gray and reddish tan weathered shale, flat bedded w/silty clay laminations and ferrous stains in bedding planes

- moderately hard below 13 ft

Note: Auger refusal at 14 ft in weathered shale

SURF. EL:

23-075

LOCATION: See Plate 2

FSM Building 208 Addition Fort Smith, Arkansas

LG

B

N E

W

3-

5.

G

P J

0-

2-

DATE: 9/11/2023IN BORING: Dry

DEPTH TO WATER

DATE: 9-11-23

COMPLETION DEPTH: 14.0 ft

N o.

TYPE: Auger

L O G O F B O R I N G N O. 1

PLATE 3

Consulting Engineers

D E

P T

H , F

T

S Y

M B

O L

S A

M P

LE

S

DESCRIPTION OF MATERIAL

B

LO

W S

P E

R F

T

U N

IT

D

R Y

W T

LB

/C

U F

T

COHESION, TON/SQ FT

0.2 0.4 0.6 0.8 1.0 1.2 1.4

PLASTIC

LIMIT

WATER

CONTENT

LIQUID

LIMIT

10 20 30 40 50 60 70

Grubbs, Hoskyn, Barton & Wyatt, Inc.

50/7"

Stiff to very stiff tan and reddish tan silty clay w/shale fragments and ferrous stains, dry (fill)

Very stiff tan, reddish tan, and gray silty clay w/numerous ferrous nodules and stains

- stiff below 6 ft

Low hardness dark gray and reddish tan weathered shale, flat bedded w/silty clay laminations and ferrous stains in bedding planes

- moderately hard below 13 ft

Note: Auger refusal at 14.5 ft in weathered shale

SURF. EL:

23-075

LOCATION: See Plate 2

FSM Building 208 Addition Fort Smith, Arkansas

LG

B

N E

W

3-

5.

G

P J

0-

2-

DATE: 9/11/2023IN BORING: Dry

DEPTH TO WATER

DATE: 9-11-23

COMPLETION DEPTH: 14.5 ft

N o.

TYPE: Auger

L O G O F B O R I N G N O. 2

PLATE 4

Consulting Engineers

D E

P T

H , F

T

S Y

M B

O L

S A

M P

LE

S

DESCRIPTION OF MATERIAL

B

LO

W S

P E

R F

T

U N

IT

D

R Y

W T

LB

/C

U F

T

COHESION, TON/SQ FT

0.2 0.4 0.6 0.8 1.0 1.2 1.4

PLASTIC

LIMIT

WATER

CONTENT

LIQUID

LIMIT

10 20 30 40 50 60 70

Grubbs, Hoskyn, Barton & Wyatt, Inc.

The consistency ratings of such soils are based on penetrometer readings.

TERMS CHARACTERIZING SOIL STRUCTURE

SLICKENSIDED - having inclined planes of weakness that are slick and glossy in appearance.

determined by laboratory tests.

DESCRIPTIVE TERM N-VALUE RELATIVE DENSITY

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

0-4 4-10 10-30 30-50 50 and above

0-15% 15-35% 35-65% 65-85% 85-100%

FINE GRAINED SOILS (major portion passing No. 200 sieve): Includes (1) Inorganic and organic

UNCONFINED

COMPRESSIVE STRENGTHDESCRIPTIVE TERM

TON/SQ. FT.

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

Less than 0.25 0.25-0.50 0.50-1.00 1.00-2.00 2.00-4.00

4.00 and higher

NOTE: Slickensided and fissured clays may have lower unconfined compressive strengths than shown above, because of planes of weakness or cracks in the soil.

silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings or by unconfined compression tests.

Clay

SOIL TYPES

(SHOWN IN SYMBOLS COLUMN)

SAMPLER TYPES

(SHOWN ON SAMPLES COLUMN)

Predominant type shown heavy

Terms used on this report for describing soils according to their texture or grain size distribution are in accordance with the UNIFIED SOIL CLASSIFICATION SYSTEM, as described in Technical Memorandum No.3-357, Waterways Experiment Station, March 1953

Shelby Tube

Rock Core

Split Spoon

No Recovery

Cutting

TERMS DESCRIBING CONSISTENCY OR CONDITION

COARSE GRAINED SOILS (major portion retained on No. 200 sieve): Includes (I) Clean gravels and sands, and (2) silty or clayey gravels and sands. Condition is rated according to relative density, as

FISSURED - containing shrinkage cracks, frequently filled with fine sand or silt; usually more or less vertical.

LAMINATED - composed of thin layers of varying color and texture.

INTERBEDDED - composed of alternate layers of different soil types.

CALCAREOUS - containing appreciable quantities of calcium carbonate.

WELL GRADED - having a wide range in grain sizes and substantial amounts of all intermediate particle sizes.

POORLY GRADED - predominantly of one grain size, or having a range of sizes with some intermediate sizes missing.

Consulting Engineers K

EY

-1 4-

SYMBOLS AND TERMS USED ON BORING LOGS

Gravel Sand Silt

Grubbs, Hoskyn, Barton & Wyatt, Inc.

PLATE 5

JBrooks Typewritten Text

JBrooks Typewritten Text

� Grubbs, Hoskyn, � Barton &: Wyatt, Inc. BORING LOG TERMS - ROCK

I

Consulting Engineers

ROCK TYPES

(SHOWN IN SYMBOLS COLUMN}

Joint Characteristics -

Bedding Characteristics -

Uthologic Characteristics -

Parting - Seam - Layer - Stratum -

Hardness-

Texture -

Structure -

Sandstone Limestone Spacing Very Close Close Moderately Close Wide

0.75 to 2.5 In.

2.5 to 8 in.

Very Wide

Very Thin Thin Medium Thick Massive

Clayey Shaly Calcareous (limy} Slllceous Sandy (Arenaceous} SIity Plastic Seams

8 to 24 In.

2 to6ft

More than 6 ft

0.75 to 2.5 in.

2.5 to 8 In.

8 to 24 In.

2 to6ft

More than 6 ft

Less than 1 / 16 Inch 1/16 to 1/2 inch 1/2 to 12 Inches

Greater than 12 Inches

Soft (S} - Reserved for plastic material alone.

Friable (F} - Easily crumbled by hand, pulverized or reduced to powder and Is too soft to be cut with a pocket knife.

Low Hardness (LH} - Can be gouged deeply or carved with a pocket knife.

Moderately Hard (MH} - Can be readily scratched by a knife blade; scratch leaves a heavy trace of dust and scratch Is readily visible after the powder has been blown away.

Hard (H} - Can be scratched with dlfflculty;

scratch produces little powder and Is often faintly visible; traces of the knife steel may be visible.

Very hard (VH} - Cannot be scratched with a pocket knife. Knife steel marks left on surface.

Fine - Barely seen with naked eye Medium - Barely seen up to 1 /8 in.

Coarse - 1/8 In. to 1/4 In.

Bedding

Flat - 0- - 5• Gently Dipping - 5" - 35" Moderately Dipping - 55" -85" Steeply Dipping - 55• -85°

Fractures, scattered Open Cemented or Tight

Fractures, closely spaced Open Cemented or Tight

Brecciated (Sheared and Fragmented} Open Cemented or Tight

Joints � Faulted � Slickensides

Siltstone

Degree of Weathering -

Solution and Void Conditions -

Swelling Properties -

Slaking Properties -

Rock Quality Designation (ROD} -

Coal Shale

Fresh - No visible signs of decomposition or discoloration.

Rings under hammer Impact.

Slighty Weathered - Slight dlscoloratlon Inwards from open fractures, otherwise similar to fresh.

Moderately Weathered - Dlscoloratlon throughout. Weaker minerals such as feldspar decomposed. Strength somewhat less than fresh rock, but cores cannot be broken by hand or scraped by knife. Texture preserved.

Hlghly Weathered - Most mlnerals somewhat decomposed. Specimens can be broken by hand with effort or shaved with knife. Core stones present in rock mass. Texture becoming Indistinct but fabric

Completely Weathered - Minerals decomposed to soil but fabric and structure preserved (Saprolite}.

Specimens easily crumbled or penetrated.

Residual Soil - Advanced state of decomposition resulting In plastlc soils. Rock fabric and structure completely destroyed.

Large volume change.

Solid, contains no voids Vuggy (pitted} Vesicular (Igneous} Porous Cavities Cavernous

Nonswelllng Swelling

Nonslaklng Slakes slowly on exposure Slakes readily on exposure

ROD (Percent) Greater than 90 75 - 90 50 - 75

25 - 50 Less than 25

Diagnostic Description Excellent Good Fair Poor Very Poor

PLATE 6

APPENDIX A

1 0.5-1.5 25 34 24 10 11 61 ML A-4

1 4.5-5.5 26 41 26 15 6 76 ML A-7-6

2 2.5-3.5 14 32 22 10 3 71 CL A-4

2 6.5-7.5 23 52 32 20 4 74 MH A-7-5

BORING

No.

SAMPLE

DEPTH (ft)

WATER

CONTENT

ATTERBERG LIMITS

SUMMARY of CLASSIFICATION TEST RESULTS PROJECT: FSM Building 208 Addition

LOCATION: Forth Smith, Arkansas

GHBW JOB NUMBER: 23-075

AASHTO

CLASS.

LIQUID

LIMIT

PLASTIC

LIMIT

PLASTICITY

INDEX

PERCENT

RETAINED

#4

PERCENT

PASSING

#200

USCS

CLASS.

Grubbs, Hoskyn, Barton & Wyatt, Inc.

CONSULTING ENGINEERS PLATE

APPENDIX B

Sulfate Content, ppm

Chloride Content, ppm

Soil pH Soil Resistivity, ohm-cm Soil Description and Classification

(AASHTO T290) (AASHTO T291) (ASTM G51) (ASTM G57) (ASTM D2488)

1 2.5-3.5 65 < 10 5.3 6300 Tan and grayish brown silty CLAY w/ ferrous nodules and stains and occasional shale fragments (fill) (ML)

2 0.5-3.5 35 < 10 5.3 10,575 Tan and reddish tan silty CLAY w/shale fragments and ferrous stains (fill) (CL)

SUMMARY of ANALYTICAL TEST RESULTS PROJECT: FSM Building 208 Addition

LOCATION: Fort Smith, Arkansas

GHBW JOB NUMBER: 23-075

Boring No.

Sample Depth (ft)

Grubbs, Hoskyn, Barton & Wyatt, LLC

CONSULTING ENGINEERS PLATE

Fort Smith, Arkansas February 2024

SUMMARY OF WORK 01 11 00 - 1

SECTION 01 11 00 – SUMMARY OF WORK

PART 1 - GENERAL

1.01 PROJECT SCOPE

Contractor shall provide all plant, labor, materials and equipment necessary to fully meet all requirements of this Summary of Work, Construction Specifications, Construction Drawings and all other Contract Documents related to and/or titled: “HKRZ 222111 – Building 208 Add/Alter & Renovation – Fort Smith, Arkansas”.

1.02 PRINCIPAL FEATURES

A. Principal features of the work are:

B. PHASING

1. Complete interior renovation of existing 14,193 square foot Building 208.

2. 3,000 square foot addition to the communications side of Building 208.

C. The above general outline of the principal features does not in any way limit the responsibility of the Contractor to perform all work required by the plans and specifications.

1.03 PROJECT AREA LIMITATIONS

All work shall be performed in the immediate project area. Refer to the drawings.

1.04 DOCUMENTS

A. The Contractor shall:

1. Check all Government furnished construction drawings immediately upon receipt;

2. Compare all Government furnished construction drawings and verify the figures before laying out the work;

3. Promptly notify the Contracting Officer of any discrepancies

4. Be responsible for any errors which might have been avoided by complying with this paragraph (1.04 A).

B. Large scale drawings shall, in general, govern over small scale drawings. Figures marked on drawings shall, in general, be followed in preference to scale measurements.

C. Omissions from the drawings or specifications or the misdescription of details of work which are manifestly necessary to carry out the intent of the drawings and specifications, or which are customarily performed, shall not relieve the Contractor from performing such omitted or misdescribed details of the work, but shall be performed as if fully and correctly set forth and described in the drawings and specifications.

D. The Contractor shall maintain a complete set of construction drawings, construction specifications, project related sketches, pictures, approved Contract modifications (if any) and all approved submittals on the job site at all times. One set of such construction drawings shall be designated the "Record Drawings" upon which as-built data shall be neatly recorded and dated in red ink by the Contractor. Contemporaneous annotation of accurate As-Built data on the Record Drawings is to be verified by the Contracting Officer and the Contracting Officer’s Representative, as a prerequisite to the Contractor receiving

SUMMARY OF WORK 01 11 00 - 2

progress payments. Upon completion of construction, the Contractor shall submit a copy of record drawings and update Contractor furnished AutoCAD drawing files (*.dwg) with As- Built information and digitally stamp these all of these drawings as “As-Built”. The digital stamp shall include the wording “As Built,” the name of the construction Contractor and the month and year of construction completion. These drawing files shall be turned over to the Contracting Officer on 3 compact disks (CD) prior to final payment. Each CD shall have one complete set of AutoCAD drawings and a complete set in Adobe Acrobat format.

E. The Contractor shall perform an as-built geographic information survey (GIS) survey of all new or modified exterior construction and provide this information to the Government as specified in Section 01 33 00 SUBMITTAL PROCEDURES.

F. Where conflicts between the drawings and specifications occur, specifications shall govern in accordance with FAR 52.236-21.

1.05 EXISTING WORK

A. Remove or alter existing work in such a manner as to prevent injury or damage to any portions of the existing work which remain.

B. Repair or replace portions of existing work, which have been altered during construction operations to match existing or adjoining work, as approved by the Contracting Officer. At the completion of operations, existing work shall be in a condition equal to or better than that which existed before new work started.

C. Contractor shall protect all Government property against damage, to include but not limited to dust, fumes, impact, scratching, water, paint, joint compound, power failure, power surges, weather, heavy equipment, et cetera. All damages caused by the Contractor, whether to equipment, furniture, roads, landscaping, building components or any other type of Government property encountered at or near the project site shall be repaired or replaced to match existing and to the satisfaction of the Contracting Officer at no cost to the Government.

PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used)

OCCUPANCY 01 14 16 - 1

SECTION 01 14 16 – OCCUPANCY

1.01 OCCUPANCY

A. Facilities designated for work under this contract will be partially occupied during construction. The areas designated as “Existing Comm. Ctr. (Vault) 159” and “Existing Tel.

Maintenance 133” on Sheet AD101 shall remain fully operational to include power, data, lighting, and HVAC until such time…