A15_Attachment_2_PROJECT_SPECIFICATIONS_FINAL__ZQEL_15-0005C-20170920.PDF

PROJECT SPECIFICATIONS

ZQEL 15-0005B/C

Renovate Combat Arms Training and Maintenance

(CATM), B530

910TH AIRLIFT WING

3976 KING GRAVES ROAD

YOUNGSTOWN REGIONAL AIRPORT

VIENNA, OHIO 44473-5931

PREPARED FOR

DEPARTMENT OF THE AIR FORCE

910TH OPERATIONAL CONTRACTING OFFICE

3976 KING GRAVES ROAD, UNIT 31

VIENNA, OHIO 44473-5931

PREPARED BY

STAR CONSULTANTS, INC.

1910 CROWN PARK COURT

COLUMBUS, OHIO 43235

ARCHITECTS/ENGINEERS

FINAL SUBMISSION

SEPTEMBER 20, 2017

USAFR ZQEL 15-0005B\C Page 1 of 5 910th Airlift Wing, Youngstown Air Reserve Station Star Consultants, Inc.

Renovate Combat Arms Training and Maintenance (CATM), B530

Table of Contents 00 01 10

SECTION 00 00 01 – TABLE OF CONTENTS

Division 00 – General Conditions 00 31 32 Geotechnical Data

Division 01 – General Requirements 01 00 00 General Requirements 01 30 01 Submittal Descriptions 01 33 00 Submittal Procedures AF Form 66 AF Form 103 AF Form 3000 AF Form 3064 AF Form 3065 01 42 00 Sources for Reference Publications 01 60 00 Product Requirements 01 73 29 Cutting and Patching 01 74 19 Construction Waste Management 01 78 23 Operations & Maintenance Data

Division 02 – Existing Conditions 02 41 19 Selective Building Demolition

Division 03 – Concrete 03 20 00 Concrete Reinforcement 03 30 00 Cast-In-Place Concrete

Division 04 – Masonry 04 20 00 Unit Masonry

Division 05 – Metal 05 12 00 Structural Steel Framing 05 31 00 Steel Decking 05 40 00 Cold-Formed Metal Framing 05 44 00 Cold-Formed Metal Trusses 05 50 00 Metal Fabrication 05 58 00 Miscellaneous Metals 05 75 30 Column Covers

Division 06 – Wood, Plastics, and Composites 06 10 00 Rough Carpentry 06 10 63 Exterior Carpentry 06 16 00 Sheathing 06 17 53 Shop-Fabricated Wood Trusses 06 20 23 Finish Carpentry 06 40 23 Interior Architectural Woodwork 06 65 10 Solid Surfacing

Division 07 – Thermal and Moisture Control 07 21 00 Building Insulation 07 21 10 Extruded Polystyrene Insulation and Air Barrier

USAFR ZQEL 15-0005B\C Page 2 of 5

07 25 00 Weather Barriers 07 41 13 Standing-Seam Metal Roof Panels 07 42 13 Sheet Metal Soffit Panels 07 42 13.13 Formed Metal Wall Panels 07 92 00 Joint Sealants

Division 08 – Openings 08 11 13 Hollow Metal Doors and Frames 08 14 16 Flush Wood Doors 08 33 00 Overhead Coiling Service Doors 08 41 13.1 Exterior Aluminum-Framed Storefront 08 41 13.2 Exterior Aluminum-Framed Entrances 08 41 13.3 Interior Aluminum-Framed Storefront

08 51 13 Aluminum Windows 08 70 00 Door Hardware 08 80 00 Glazing

08 84 00 Plastic Glazing

Divisions 09 – Finishes 09 22 16 Non-Structural Metal Stud Framing 09 29 00 Gypsum Board 09 30 00 Tiling 09 50 00 Acoustical Ceilings 09 65 13 Resilient Base and Accessories 09 65 66 Resilient Athletic Flooring

09 77 00 Special Wall Surfacing 09 91 00 Painting

Divisions 10 – Specialties 10 14 00 Signage 10 21 13 Toilet Compartments 10 22 26.1 Operable Partitions 10 22 26.2 Operable Training Partitions 10 28 13 Commercial Toilet Accessories 10 44 13 Fire Extinguisher Cabinets

10 56 00 Storage Shelving and Support Brackets

Divisions 11– Equipment - Not Used 11 66 23.1 Vinyl-Coated Mat

11 66 23.2 Safety Pads 11 91 00 Smoke Generator

Divisions 12 – Furnishings 12 36 61 Solid Surfacing 12 48 16 Entrance Flooring Systems 12 49 40 Roller Shades

Divisions 13 thru 20 – Not Used

Divisions 21 – Fire Protection 21 05 00 Common Work Results for Fire Suppression

USAFR ZQEL 15-0005B\C Page 3 of 5

21 05 10 Fire Suppression Demolition and Remodeling 21 05 11 Shop Drawings 21 05 14 Tests 21 05 17 General Piping Requirements 21 05 29 Hangers and Supports for Fire Suppression 21 13 16 Dry Pipe Sprinkler Systems

Divisions 22 – Plumbing 22 00 00 Common Work Results for Plumbing 22 05 06 Plumbing Submittals 22 05 10 Plumbing Demolition and Remodeling 22 05 19 Gas Service Piping and Meter 22 05 23 General Duty Valves for Plumbing 22 05 29 Hangers and Supports for Piping 22 05 53 Identification for Piping and Equipment 22 07 19 Plumbing Insulation 22 10 00 House Lines – Gas 22 11 16 Domestic Water Piping 22 13 16 Plumbing Waste and Vent Systems 22 13 19 Plumbing Specialties 22 14 23 Roof Drains 22 34 00 Gas Fired Water Heater 22 42 00 Plumbing Fixtures

Divisions 23 – Mechanical /HVAC 23 00 00 General Requirements 23 01 60 Condensing Units 23 01 91 Coordination Between Trades 23 05 13 Common Motor Requirements for HVAC Equipment 23 05 29 Hangers, Supports and Inserts 23 05 48 Vibration Isolators 23 05 53 Equipment, Piping and Ductwork Identification 23 05 93 HVAC System balancing 23 07 13 Insulation 23 09 13 Variable Speed Drives 23 09 53 Automatic Temperature Controls 23 09 54 Multiple Evaporator, DX VRV Units 23 23 00 Refrigerant Piping 23 30 10 General Duct Requirements 23 31 13 Low and Medium Velocity Duct Work 23 33 15 Louvers 23 34 00 Fans 23 36 13 Registers, Grilles and Diffusers 23 54 00 Furnaces 23 54 03 In-Direct Gas Fired Duct Furnaces 23 73 13 Indoor Air Handling Unit-DOAS Unit 23 82 39 Gas Unit Heaters 23 82 39.13 Cabinet Unit Heaters

USAFR ZQEL 15-0005B\C Page 4 of 5

Divisions 24 through 25 – Not Used

Division 26 –Electrical 26 05 00 Common Work Results for Electrical 26 05 19 Low Voltage Electrical Power Conductors and Cables 26 05 23 Control Voltage Electrical Power Cables 26 05 26 Grounding and Bonding For Electrical Systems 26 05 29 Hangers and Supports For Electrical Systems 26 05 44 Sleeves and Sleeve Seals for Electrical Raceways and Cabling 26 05 53 Identification for Electrical Systems 26 05 73 Overcurrent Protective Device Coordination and ARC-Flash Study 26 05 74 Conduit 26 09 23 Lighting Control Devices 26 09 43.23 Relay Based Lighting Controls 26 24 16 Panelboards 26 27 26 Wiring Devices 26 28 16 Enclosed Switches and Circuit Breakers 26 29 23 Variable Frequency Motor Controls 26 36 00 Transfer Switches 26 51 00 Lighting

Division 27 – Communications 27 05 00 Common Work Results for Communications

Division 28 - Electronic Safety and Security 28 23 00 Video Surveillance 28 31 11 Digital Addressable Fire Alarm Systems 28 39 00 Mass Notification System

Divisions 29 through 30 – Not Used

Division 31 - Earthwork 31 00 00 Earthwork 31 20 00 Earth Moving

Division 32 – Exterior Improvements 32 12 16 Asphalt Pavement 32 13 13 Concrete Paving 32 13 73 Concrete Paving Joint Sealants 32 31 29 Wood Fences and Gates 32 92 00 Turf and Grasses 32 92 10 Topsoil Furnished and Placed

Division 33 – Utilities 33 05 00 Common Work Results for Utilities 33 41 00 Storm Utility Drainage Piping

USAFR ZQEL 15-0005B\C Page 5 of 5

END OF DOCUMENT

September 27, 2016

Star Consultants, Inc.

1910 Crown Park Court Columbus, Ohio 43235 Attention: Mr. Dan Barringer

Re: Geotechnical Subsurface Exploration Proposed Building Addition CATM Facility – Building #530 Air Force Reserve Base 3976 King Graves Road Vienna, Trumbull County, Ohio PSI Project No. 01391736

Dear Mr. Barringer:

Per your request, Professional Service Industries, Inc. (PSI) is pleased to submit this Geotechnical Engineering Services Report for the above referenced project. Included in this presentation are the results of the subsurface exploration and recommendations concerning the design and construction of the proposed building addition in Vienna, Trumbull County, Ohio.

We appreciate the opportunity to have provided you with our geotechnical engineering services and look forward to participation in the construction phase of this project. If you have any questions concerning this report or if we may be of further service in any manner, please contact our office.

Respectfully submitted, Professional Service Industries, Inc.

A. Veeramani, P.E.

Vice President

Randy Daub, P.E.

Project Engineer

TABLE OF CONTENTS

PROJECT INFORMATION

Project Authorization..................................................................................... Page 3 Project Description........................................................................................ Page 3 Purpose and Scope of Services ................................................................... Page 3

SITE AND SUBSURFACE CONDITIONS

Site Location and Description ....................................................................... Page 4 Site Geology ................................................................................................. Page 4 Subsurface Conditions ................................................................................. Page 4 Water Level Measurements .......................................................................... Page 5

EVALUATION AND RECOMMENDATIONS

Site Preparation and Earthwork Construction .............................................. Page 6 Engineered Fill .............................................................................................. Page 6 Foundation Recommendations .................................................................... Page 7 Seismic Site Class ........................................................................................ Page 8 Floor Slab Design and Construction ............................................................. Page 9 Groundwater Control .................................................................................... Page 9 Drainage ....................................................................................................... Page 10 Excavations .................................................................................................. Page 10

GEOTECHNICAL RISK .......................................................................................... Page 11

REPORT LIMITATIONS .......................................................................................... Page 11

APPENDIX

Site Vicinity Map Boring Location Plan General Notes Boring Logs (B-1 and B-2) Grain Size Analysis (2) Atterberg Limits’ Determination (2) USCS Soil Classification Chart

Proposed Building Addition – Building #530 – Air Force Reserve Base - Vienna, OH PSI File No. 01391736

PROJECT INFORMATION

Project Authorization

This report presents the results of a geotechnical subsurface exploration and evaluation conducted for Star Consultants, Inc. in connection with the proposed building addition to Building #530 within the existing Air Force Reserve Base, in Vienna, Trumbull County, Ohio. Authorization to perform this exploration and analysis was in the form of signed acceptance of PSI Proposal #139-150136, dated April 16, 2015, and revised July 14, 2016, by Mr. Daniel Barringer, architect with Star Consultants, Inc. on July 18, 2016.

However, please note that the project start was delayed due to site access issues that were coordinated with Mr. John Geiss of the Air Force Reserve Base.

Project Description

Based on the provided information, it is understood that the project will include construction of a single-story building addition to the southeast corner of the existing CATM Facility (Building #530). The proposed addition will have a slab-on-grade floor system and measure about 15 feet by 80 feet in plan dimensions. The proposed structure is planned to be supported by perimeter shallow spread footing foundations with column pedestals.

Structural loading information was not available at the time of this report, however we have assumed maximum column, wall and floor loads of approximately 45 kips, 3 kips per lineal foot and 100 pounds per square foot (psf), respectively, for this submittal.

It is anticipated that the finished floor of the planned expansion will match the existing finished floor elevation. No grading plan is available at the time of this report.

However, based on visual observation of the existing site grades, it is assumed that the majority of the construction limits will require less than 1 foot of cut/fill in order to match the existing structure’s finished floor elevation.

The geotechnical recommendations presented in this report are based on the available project information, the proposed location and orientation of the building on the site and the subsurface materials described in this report. If any of the information we have be given or assumed is incorrect, please contact us so that we may amend the recommendations presented accordingly. PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project.

Purpose and Scope of Services

The purpose of this study was to explore the subsurface conditions at the site and to prepare recommendations for foundations, site preparation, and other construction considerations.

Our scope for this service included a project site reconnaissance, drilling and sampling two

(2) soil test borings, completing a laboratory testing program and submitting an engineering analysis and evaluation of the surface materials.

The scope of services for the geotechnical exploration did not include an environmental assessment for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater or air, on or below or around this site. Any statements in this report or on the boring logs regarding odors, colors or unusual or suspicious items or conditions are strictly for the information of the client.

PSI’s scope also did not provide any service to investigate or detect the presence of moisture, mold or other biological contaminants in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence or the amplification of the same. The Client should be aware that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. The Client should also be aware that site conditions are outside of PSI’s control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture.

As such, PSI cannot and shall not be held responsible for the occurrence or reoccurrence of mold amplification.

SITE AND SUBSURFACE CONDITIONS

Site Location and Description

The project site for the proposed building addition is located on the southeast corner of the CATM Facility (Building #530) within the Air Force Reserve Base located at 3976 King Graves Road, in Vienna, Trumbull County, Ohio. No topographical information is available for the proposed construction areas. However, our visual site observation indicates that the site areas are relatively flat with an overall difference in elevation of less than 1 foot within the proposed building footprint. Currently, the proposed site areas consist of open grass areas with some scattered trees and landscaping. We recommend that any existing utility lines be checked and marked prior to construction activities.

Site Geology

Based on the glacial and physiographic geologic maps for Ohio, the unconsolidated deposits of loam sheets consist of ground moraine of the Lavery Till from the Wisconsinan Age over Mississippian-age shales, siltstones, sandstones, coal, and limestones of the Pottsville and Allegheny Formation.

Subsurface Conditions

The subsurface conditions at the site were explored with a total of two (2) soil test borings to depths of about 13.67 to 14.67 feet. The approximate boring locations are shown on the Boring Location Plan presented in the Appendix of this report. The test borings were field located by PSI utilizing conventional taping procedures from provided existing features.

The borings were advanced utilizing 2¼ inch inside diameter, hollow-stem auger drilling methods. Soil samples were routinely obtained during the drilling process. Select soil samples were later tested in the laboratory to obtain soil material properties for the foundation, floor slabs and pavement recommendations. Drilling, sampling, and laboratory testing was accomplished in general accordance with ASTM procedures.

The types of subsurface materials encountered in the test borings have been visually classified. The results of the visual classifications, Standard Penetration tests, moisture contents and water level observations are presented on the boring logs in the Appendix of this report. Representative samples of the soils were placed in sample jars, and are now stored in the laboratory for further analysis, if requested. Unless notified to the contrary, all samples will be disposed of after 60 days following the date of this report.

At the surface of test boring locations B-1 and B-2, a layer of topsoil was encountered having a thickness of about 12 inches. Topsoil thicknesses should be expected to vary across the site.

Underlying the topsoil cover at both test boring locations, possible fill materials consisting of sandy silty clay with traces of rock fragments were encountered to depths ranging from 3.5 to 3.6 feet below the existing surface grades. Below the overlying possible fill materials, natural soils consisting of lean clay with sand with some organics and/or sandy lean clay containing variable fractions of rock fragments were encountered to depths ranging from

11.5 to 12.5 feet below the existing surface grades. The natural cohesive soils exhibited moisture contents ranging from about 14 to 23 percent and firm to stiff relative density, based on the Standard Penetration tests.

At both test boring locations, the bottommost formation encountered consisted of medium to moderately hard, brown, sandstone.

The subsurface description is of a generalized nature provided to highlight the major strata encountered. The boring logs included in the Appendix should be reviewed for specific information at the individual boring locations. The stratifications shown on the boring logs represent the conditions only at the actual test positions. Variations may occur and should be expected between the boring locations. The stratifications represent the approximate boundary between the subsurface materials, and the transition may be gradual or not clearly defined.

Water Level Measurements

During the field drilling operations, water was encountered at a depth of about 13.5 feet below the existing surface grades at test borings B-1 and B-2. At the completion of field drilling activities at test boring location B-1, water was recorded at a depth of about 8.5 feet below the existing surface grades. However, please note that groundwater levels fluctuate seasonally as a function of rainfall. During a time of year or weather different from the time of drilling, there may be a considerable change in the water table.

Furthermore, the water levels in the boreholes often are not representative of the actual groundwater level, because the boreholes remain open for a relatively short time.

Therefore, we recommend that the contractor determine the actual groundwater levels at the time of construction to evaluate groundwater impact on the construction procedures.

EVALUATION AND RECOMMENDATIONS

Site Preparation and Earthwork Construction

Prior to placing any engineered fill on this site, general site area clearing should be carried out. All topsoil and soft/loose or obviously compressible materials, should be completely removed from the proposed construction areas. Additionally, possible fill soils (as evidenced at the test boring locations B-1 and B-2) should be removed and replaced from the building foot print. The decision in connection with the precise extent of required cut and fill should be determined in the field by a representative of PSI following observation of the exposed subgrades and proofrolling operations.

Following the site clearing, stripping and undercutting, and prior to placing engineered fill, the exposed subgrades should be critically proofrolled with a loaded 20-ton tandem-axle dump truck until the grade offers a relatively unyielding surface. Areas of excessive yielding, as observed by a PSI representative, should be excavated and backfilled with compacted engineered fill and/or the unstable soils can be stabilized by choking the exposed bearing surface with crushed limestone or similar coarse aggregate. After the existing subgrade materials are excavated to design grade, proper control of subgrade compaction and the placement and compaction of new fill materials should be observed and tested by a representative of PSI.

It is recommended that the site preparation, proofrolling and earthwork activities should be performed during a period of dry weather, which can significantly reduce the required extent of soil stabilization, drainage and surface repairs.

During site preparation, burn pits, trash pits or other isolated disposal areas may be encountered. All too frequently such buried materials occur in isolated areas outside boring locations. Any such materials encountered during site work or construction should be completely excavated and removed from the site.

Engineered Fill

Engineered fill materials should consist of non-expansive materials. Materials selected for use as engineered fill should generally contain less than 3 percent by weight of organic matter, waste construction debris, or other deleterious materials. Fill materials should generally have a Standard Proctor maximum dry density greater than 110 pounds per cubic foot (pcf), an Atterberg Liquid Limit less than 40, a Plasticity Index of less than 20, and a maximum particle size of 3 inches or less.

Based on our laboratory analysis of the materials encountered at the test boring locations, the on-site Sandy Lean Clay natural soils are suitable for engineered fill.

However, the gray Lean Clay with Sand with some organics (as evidenced at Boring B-1) should not be utilized for engineered fill.

Representative samples of the proposed fill materials should be collected at least one week prior to the start of the filling operations. The samples should be tested to determine the maximum dry density, optimum moisture content, particle size distribution and plasticity characteristics. These tests are needed to determine if the material is acceptable as structural fill and for quality control during the compaction process. The type of engineered fill material should be verified and approved by the project’s geotechnical engineer prior to placement.

The fill should be placed in layers of not more than 8 inches in thickness, with each layer being compacted to a minimum density of 98 percent of the maximum dry density and within ± 2% of the optimum moisture content, as determined by the Standard Proctor Method ASTM D-698. Moisture control (increasing or decreasing the natural moisture content) of the engineered fill materials may be necessary for compaction.

Foundation Recommendations

Considering the subsurface conditions and the proposed construction, the proposed building addition structure can be founded on conventional shallow bearing isolated and/or continuous spread footing members.

Foundations supporting the proposed building structure can bear on the encountered natural soils and/or compacted engineered fill, and can be designed utilizing a maximum allowable soil bearing pressure of 2,000 psf. Foundations supporting individual columns should have a minimum width/length of 24 inches, and continuous wall foundations should have a minimum width of 18 inches. All perimeter foundations must be placed at a minimum depth of 42 inches below the exterior finished grades in order to protect against frost action.

Interior foundations in the heated areas should bear at a depth of at least 18 inches below the floor slab elevation.

Footing bearing surfaces evaluations should be performed by a representative of the geotechnical engineer prior to placement of reinforcing steel and concrete. The foundation areas should be critically inspected and tested to verify consistency and compatibility with subsurface exploration data, and to assure that the recommended bearing capacity is being achieved.

Any unsuitable, excessively soft/loose or wet soils encountered during foundation excavation and construction, such as the gray Lean Clay with Sand with some organics soils (as evidenced at boring B-1) should be completely removed from below the foundation members and replaced with compacted engineered fill or the foundations can be extended to bear on the underlying higher strength soils. A representative of PSI should be present at the site during foundation excavation and construction in order to determine the extent of remedial measures that may become necessary should unsuitable soils be encountered.

Based on the assumed structural loads, it is anticipated that total and differential foundation settlements will be less than 1-inch and ½-inch, respectively. However, actual settlements will be dependent upon the depth of the foundations, column spacing, structural loads and other related factors. The structural and architectural design should include provisions for liberally spaced, vertical control joints to minimize the effects of potential settlement.

After opening, footings should be evaluated and concrete placed immediately to avoid exposure of the footing bottoms to wetting and drying. If it is required that footing excavations be left open for more than one day, they should be protected to reduce evaporation or entry of soil moisture.

In order to reduce the effects of differential movement that may occur due to variations in the character of the supporting soils and any variations in seasonal moisture contents, it is recommended that the foundations be reinforced, as per structural considerations.

In the event that the new foundations are to be situated in immediate proximity of any existing functional foundation members, caution must be exercised to assure that superimposition of foundation stresses will not result in detrimental settlement of either foundation members. In this respect, it is recommended that the proposed foundation be located, such that no footing is situated within a vertical core extending from the lower contact surface of any existing foundation members, downward and outward at a 45 degree angle.

Careful field control is to be exercised in finish grading operations in order to assure that subgrade tolerances are maintained. Extreme care should be taken to prevent weakening of the foundation bearing materials because of prolonged atmospheric exposure, construction activity disturbance or an increase in moisture content.

Seismic Site Class

The project site is located within a municipality that employs the International Building Code, 2006 edition. As part of this code, the design of structures must consider dynamic forces resulting from seismic events. These forces are dependent upon the magnitude of the earthquake event as well as the properties of the soils that underlie the site. As part of the procedure to evaluate seismic forces, the code requires the evaluation of the Seismic Site Class, which categorizes the site based upon the characteristics of the subsurface profile within the upper 100 feet of the ground surface. To define the Site Class for this project, we have interpreted the results of soil test borings drilled with the project site and estimated appropriate soil properties below the base of the borings to a depth of 100 feet, as permitted by Section 1615.1.1 of the code. The estimated soil properties were based upon data available in published geologic reports as well as our experience with subsurface conditions in the general site area.

Based upon our evaluation, it is our opinion that the subsurface conditions within the site are consistent with the characteristics of Site Class “C” as defined in Table 1615.1.1 of the building code.

Floor Slab Design and Construction

Preparation of floor slab subgrades should be in accordance with recommendations outlined in the Site Preparation and Engineered Fill sections of the report. If subsurface materials at the finished subgrade elevations exhibit excessive moisture contents and unstable subgrade conditions, then undercutting and replacement of the objectionable soils should be performed to achieve firm subgrade support. Alternatively, the unstable soils can be stabilized by choking the exposed bearing surface with crushed limestone or similar coarse aggregate.

A capillary gravel layer (such as AASHTO No. 57 or equivalent) should be provided between the floor slab and the approved subgrade materials. The gravel layer should have a minimum thickness of 6 inches and should be properly compacted. Also, the recommendation for a vapor barrier should be determined by the building designer using guidelines established in ACI 302.1R is recommended below the floor slab as per ACI specifications. We recommend that a subgrade modulus (k) of 100 pci be used in floor slab design calculations.

Careful field control is to be exercised in finish grading operations in order to assure that subgrade tolerances are maintained. It is particularly important that no low sectors or depressions be allowed to exist within these areas, water may accumulate and lead to serious loss of supporting capacity.

The floor slab should be suitably reinforced, as per structural considerations, to make it as rigid as practical. Proper joints should be provided at the junctions of the slab and foundation system so that a small amount of independent movement can occur without causing damage. Large floor areas should be provided with joints at frequent intervals to compensate for concrete volume changes during curing and temperature changes.

Groundwater Control

During the field drilling operations, water was encountered at a depth of about 13.5 feet below the existing surface grades at test borings B-1 and B-2. However, groundwater inflow or seepage should be expected during site grading, foundation excavation and construction. Accordingly, a gravity drainage system, sump pump or other conventional dewatering procedure, as deemed necessary by the field conditions, should be implemented throughout construction such that the groundwater is controlled and maintained at an elevation of at least 2 feet below the excavation bottom at all times. Every effort should be made to keep the excavations dry if water is encountered.

Drainage

Water should not be allowed to collect near the foundation or floor slab areas of the building addition either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected groundwater or surface runoff.

Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of the building addition and beneath the floor slab. Overall site area drainage is to be arranged in a manner such that the possibility of water impounding over the structural fill is prevented.

Excavations

In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, Part 1926, Subpart P." This document was issued to better insure the safety of workers entering trenches or excavations. It is mandated by this federal regulation that all excavations, whether they be utility trenches, basement excavations or foundation excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced. If they are not followed closely, the owner and the contractor could be liable for substantial penalties.

The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person" as defined in "CFR Part 1926," should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations.

We are providing this information solely as a service to our client. PSI is not assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. If the excavations are left open and exposed to the elements for a significant length of time, desiccation of the clays may create minute shrinkage cracks which could allow large pieces of clay to collapse or slide into the excavation.

Materials removed from the excavation should not be stockpiled immediately adjacent to the excavation, inasmuch as this load may cause a sudden collapse of the embankment.

GEOTECHNICAL RISK

The concept of risk is an important aspect of the geotechnical evaluation. The primary reason for this is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. Site exploration identifies actual subsurface conditions only at those points where samples are taken. A geotechnical report is based on conditions that existed at the time of the subsurface exploration. The analytical tools which geotechnical engineers use are generally empirical and must be used in conjunction with engineering judgment and experience. Therefore, the solutions and recommendations presented in the geotechnical evaluation should not be considered risk-free and, more importantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as planned. The engineering recommendations presented in the preceding section constitutes PSI’s professional estimate of those measures that are necessary for the proposed structure to perform according to the proposed design based on the information generated and referenced during this evaluation, and PSI’s experience in working with these conditions.

REPORT LIMITATIONS

The recommendations submitted in this report are based on the available subsurface information obtained by PSI for the proposed building addition. If there are any revisions to the plans for the proposed building addition, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be retained to determine if changes in the recommendations are required. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the geotechnical recommendations for the project.

The Geotechnical Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein, have been presented after being prepared in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics and engineering geology. No other warranties are implied or expressed.

After the plans and specifications are complete, it is recommended that PSI be provided the opportunity to review the final design and specifications, in order to verify that the earthwork and recommendations are properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use of Star Consultants, Inc. for the specific application to the proposed building addition to the CATM Facility (Building #530) at the existing Air Force Reserve Base located at 3976 King Graves Road, in Vienna, Trumbull County, Ohio.

APPENDIX

Site Vicinity Map

Boring Location Plan

General Notes

Boring Logs (B-1 and B-2)

Grain Size Analysis (2)

Atterberg Limits’ Determination (2)

USCS Soil Classification Chart

P ro fe ss io n a l

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GENERAL NOTES

SAMPLE IDENTIFICATION

The Unified Soil Classification System is used to identify the soil unless otherwise noted

SOIL PROPERTY SYMBOLS

N : Standard "Nu penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split spoon

Q,,: Unconfined compressive strength, tons per square foot (TSF)

Q,: Penetrometer value, unconfined compressive strength (TSF)

M, : Water content, %

LL: Liquid Limit, O/O

PI: Plasticity Index, Oh

&: Natural dry density, pounds per cubic foot (PCF) z: Apparent groundwater level at time noted after completion

DRILI-ING AND SAMPLING SYMBOLS

SS : Split-spoon - 1 318" I.D., 2" O.D., except where noted

ST: Shelby Tube - 3" O.D., except where noted.

AU : Auger Sample

DB: Diamond Bit

CB: Carbide Bit.

WS: Washed Sample

RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION

TERM (NON-COHESIVE SOILS) STANDARD PEIVETRATION RESISTENCE

Very Loose Loose Slightly Compact Medium Dense Dense Very Dense

0 - 2 2 - 4 4 - 8 8 - 16 16 - 2 6

Over 26

TERM (COHESIVE) QU - (TSF)

Very Soft Soft Firm (Medium) Stiff Very Stiff Hard

PARTICLE SIZE

Boulders: 8 in. + Coarse Sand: 5 mm - 0.6 mm Silt: 0.074 mm - 0.005 mm Cobbles: 8 in. - 3 in. Medium Sand: 0.6 mm - 0.2 mm Clay: < 0.005 mm Gravel: 3 i n - 5 m m Fine Sand: 0.2 mm - 0.074 mm

2-5-6 N=11

1-2-2 N=4

3-6-7 N=13

2-3-4 N=7

12-15-50/2" N=65

12" Topsoil

Stiff, moist, brown/gray, Sandy Silty Clay, trace rock fragments (Possible Fill)

Firm, moist, gray, Lean Clay with Sand, some organics, trace rock fragments (CL)

Organic Content = 4.5%

Firm to Stiff, moist, brown/gray, Sandy Lean Clay, trace rock fragments (CL)

Medium to Moderately Hard, brown, Sandstone

Auger Refusal @ 14'-8" End of Boring @ 14'-8"

Water Encountered @ 13.5' Water at Completion @ 8.5'

TOPSOIL

CL-ML

CL

CL

SANDSTONE

LL = 26

PL = 17

PROJECT NO.: 01391736

PROJECT: Air Force Reserve Base

D ep th fe et

STRENGTH, tsf

Additional Remarks

U S

C S

C la ss ifi ca tio n

Qp

S am pl e

T yp e

2.0

M oi st ur e, MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

Qu

S am pl e

N o.

G ra ph ic

L og

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

N/A

While Drilling

Upon Completion

Delay

LATITUDE:

LONGITUDE:

LOCATION: 3976 King Graves Road

8.5 feet

13.5 feet

W at er

REMARKS:

DRILLER:

Professional Service Industries, Inc.

1280 Trumbull Avenue Girard, OH 44420 Telephone: (330) 759-0288 Vienna, Ohio

S P

T B lo w s pe r 6-in ch

S

S

SAMPLING METHOD: 2-in SS

DATE STARTED: 9/14/16

BENCHMARK: N/A

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DRILL COMPANY: PSI, Inc.

STATION: N/A OFFSET: N/A

LOGGED BY: Mike Wirtz COMPLETION DEPTH 14.7 ft DRILL RIG: ATV Rig

DRILLING METHOD: Hollow Stem Auger

ELEVATION: N/A

REVIEWED BY: Randy Daub, PE

EFFICIENCY N/A Building #530 HAMMER TYPE: Automatic BORING LOCATION:

DATE COMPLETED: 9/14/16 BORING B-1

3-3-5 N=8

2-3-6 N=9

5-6-8 N=14

2-3-5 N=8

50/2"

12" Topsoil

Firm to Stiff, moist, brown/gray, Sandy Silty Clay, trace rock fragments (Possible Fill)

Stiff, moist, brown, Sandy Lean Clay, trace rock fragments (CL)

Medium to Moderately Hard, brown, Sandstone

Auger Refusal @ 13'-8" End of Boring @ 13'-8"

Water Encountered @ 13.5'

TOPSOIL

CL-ML

CL

SANDSTONE

LL = 25

PL = 16

PROJECT NO.: 01391736

PROJECT: Air Force Reserve Base

D ep th fe et

STRENGTH, tsf

Additional Remarks

U S

C S

C la ss ifi ca tio n

Qp

S am pl e

T yp e

2.0

M oi st ur e, MoistureMATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

Qu

S am pl e

N o.

G ra ph ic

L og

PL

E le va tio n (f ee t)

LL

4.0

R ec ov er y (in ch es

N/A

While Drilling

Upon Completion

Delay

LATITUDE:

LONGITUDE:

LOCATION: 3976 King Graves Road feet

13.5 feet

W at er

REMARKS:

DRILLER:

Professional Service Industries, Inc.

1280 Trumbull Avenue Girard, OH 44420 Telephone: (330) 759-0288 Vienna, Ohio

S P

T B lo w s pe r 6-in ch

S

S

SAMPLING METHOD: 2-in SS

DATE STARTED: 9/14/16

BENCHMARK: N/A

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DRILL COMPANY: PSI, Inc.

STATION: N/A OFFSET: N/A

LOGGED BY: Mike Wirtz COMPLETION DEPTH 13.7 ft DRILL RIG: ATV Rig

DRILLING METHOD: Hollow Stem Auger

ELEVATION: N/A

REVIEWED BY: Randy Daub, PE

EFFICIENCY N/A Building #530 HAMMER TYPE: Automatic BORING LOCATION:

DATE COMPLETED: 9/14/16 BORING B-2

0.0010.010.1110100

Clay Size < 0.002 mm

Lean Clay with Sand (CL)

Sandy Lean Clay (CL)

COBBLES

Specimen Identification

Specimen Identification

PI Cc

D10

41 3/4 100 140

U.S. SIEVE OPENING IN INCHES

D60

0.038

0.044

0.007 fine

GRAIN SIZE DISTRIBUTION

20 301.5 coarse medium

3.5

8.5

Classification

D100

72.0

67.0

Cu fine

SAND

SILT OR CLAY

GRAVEL

1/23/8

HYDROMETER

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

U.S. SIEVE NUMBERS

B-1

B-2

LL PL

6 810

%Gravel %Sand %Silt %Clay

B-1

B-2 coarse

D30

3.5

8.5

20.9

29.7

7.1

3.3

Project:

PSI Job No.:

Location:

Air Force Reserve Base 01391736 3976 King Graves Road Vienna, Ohio

Professional Service Industries, Inc.

1280 Trumbull Avenue

Girard, OH 44420

Telephone: (330) 759-0288

Fax: (330) 759-0923

0 20 40 60 80 100

LL

PSI Job No.:

Project:

Location:

01391736 Air Force Reserve Base 3976 King Graves Road Vienna, Ohio

Fines

P L A S T I C I T Y

I N D E X

CL

PI

B-1

B-2

3.5

8.5

CH

CL-ML

Classification (*Visual)

ML

Boring Depth (ft) PL

LIQUID LIMIT

MH

Professional Service Industries, Inc.

1280 Trumbull Avenue

Girard, OH 44420

Telephone: (330) 759-0288

Fax: (330) 759-0923

ATTERBERG LIMIT RESULTS

72.0

67.0

Lean Clay with Sand (CL)

Sandy Lean Clay (CL)

P Plot instersection of PI and LL as determined by Atterberg Limits Tests.

L Data points above A LINE indicated Clay soils, those below the A LINE

A indicate Silt.

S 70

T

I 60

C (A LINE)

I 50 CH

T CL ( Clays )

Y 40

I 30

N

D 20

E

X 10

(Pl, %) 0

0 10 20 30 40 50 60 70 80 90 100

Cu = D 60 1 < Cc =

D 10 above A Line, PI > 7

Cu = D 60 1 < Cc =

D 10 below A Line, PI < 4 above A Line, PI > 7

( Silts ) dual symbols

( CL - ML )

silty clays, lean clays

Inorganic clays of high plasticity fat clays

OL Organic silts and organic silty clays of low plasticity

MH

CH

OH

Pt

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, plastic silts

Organic clays of medium to high plasticity

Peat and other highly organic soils

MH or OH

SM

GM

GC

GP Does not meet all requirements for GW

Clayey gravels, gravel-sand-clay mixtures

ML or clayey silts with slight plasticity

Inorganic silts, very fine sands, rock flour, silty or clayey fine sands

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, CL

ASTM Designation D - 2487

Based upon percentage of material

Less than 5% GW, GP, SW, SP passing No. 200 sieve classify as:

United Soil Classification System

More than 12%

5% to 12%

GM, GC, SM, SC

< 3GW

Well graded gravels, gravel-sand mixtures, little or no fines

Borderline, use

LIQUID LIMIT (LL, %)

ML or OL on No.4 sieve) than 50% retained

> 4

D 10 * D 60 sand mixtures, little or no fines

[ D 30 ] below A Line, PI < 4 in shaded area

4 < PI < 7

Gravels (More

Silty gravels, gravel-sand-silt mixtures

Poorly graded gravels, gravel-

Dual Symbols mixtures

Well graded sands, gravelly sands, little or no fines

Poorly graded sands, gravelly sands, little or no fines in shaded area

Dual Symbols

4 < PI < 7

> 6 [ D 30 ]

D 10 * D 60

< 3

Does not meet all requirements for SW

200 sieve)

Silty sands, sand-silt mixtures

Clayey sands, sand-clay

Sands (More than 50% passing a No. 4 sieve)

SC

SW

SP

Coarse Grained

Soils

(More than half of is larger than No.

Highly Organic

Soil

Silts & Clays

(LL greater than 50)

Silts & Clays

(LL less than 50) than No. 200 sieve) material is smaller

(More than half of

Fine Grained

Soils

USAFR ZQEL 15-0005B/C Page 1 of 12

General Requirements 01 00 00

SECTION 01 00 00 - GENERAL REQUIREMENTS

PART 1 – GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. The Contractor shall furnish all supervision, labor, materials, tools, equipment, apparatus, and transportation required to complete the construction in conformity with the Contract Documents.

B. The Project is located at Building B504, on Youngstown Air Reserve Station, Vienna OH.

C. The Work consists of – but is not limited to – the following:

1. Architectural

i. Building B530 is a Type B – Business Use and Type V-B construction in accordance with the 2010 International Building Code. The proposed use will be unchanged.

ii. During construction employees will be housed in other offices located in the on the base.

iii. The remaining existing exterior windows will be replaced with thermally broken aluminum operable casement windows.

iv. To accommodate the new interior layout, existing walls are being removed as required. New metal stud and gypsum walls are being installed. Most walls will stop above the acoustical ceiling. All walls will also include sound batt insulation that will extend four feet on either side of the wall laying on the acoustical ceiling. An operable wall with an SCT of 56 will be installed to divide the class room into three rooms. To support the operable wall, new steel columns and beams will be added.

v. The existing ceilings are being removed in all areas. New ceilings will be a sound absorbing acoustical tile.

vi. At the underside of the roof, batt insulation will be added to increase the roof insulation.

vii. Rubber tiles will be installed in the offices, classroom, and training rooms.

Rubber tile flooring will be installed in the main corridor, and storage rooms.

Porcelain tile flooring will be installed in the, toilet rooms. The vestibule will have walk-off mat with porcelain tile base.

viii. The welded hollow metal door frames will be painted. All interior doors will be stained flush wood.

USAFR ZQEL 15-0005B/C Page 2 of 12

ix. An addition will be added as a corridor along the classrooms that has a storefront exterior wall. The roof will be a 1/2:12 sloped standing seam joining into the existing standing seam.

2. Mechanical

i. The project scope includes demolition of existing HVAC systems such as Gas Furnaces, DX Cooling Coils, Outdoor Condensing Units, Make-up Air

Unit, Exhaust Fans, ducts, piping, insulation air devices and controls.

ii. New work includes a Dedicated Outdoor Air System (DOAS) with DX Cooling Coil, Gas Fired Duct Heater and Outdoor Condensing Unit matching the Cooling Coil; a Variable Refrigerant Flow (VRF) system consisting of ducted and non-ducted indoor cooling/heating units with matching Outdoor Condensing Unit and a Data Server Room Cooling Unit which is also connected to the Outdoor Condensing Unit serving the VRF system. All ductwork, insulation, piping, specialties and controls will be new.

iii. A BACnet compatible Building Automation System (BAS) will control the building HVAC system. The BAS will communicate with base-wide server controlling the HVAC system.

iv. The DOAS system will provide cooled and tempered air to maintain good indoor air quality. The VRF system will provide efficient cooling or heating to maintain space temperatures. Typical space temperatures during occupied mode will be 72 F (adj.) in Winter and 74 F (adj.) in Summer.

During unoccupied mode the temperatures maintained will be 55 F (adj.) in

Winter and 85 F (adj.) in Summer. The BAS system will provide morning warm up or pre-cooling to prepare the building for occupancy in the morning. The system will operate in accordance with Youngstown Base policies.

v. A toilet exhaust system is provided to maintain indoor air quality in the restrooms complying with OMC, UFC and ASHRAE 62.1. The restrooms will be maintained at slight negative pressure. The building itself will be maintained at slight positive pressure to prevent dust infiltration from outdoors.

vi. All HVAC piping and ducts will have OBC, UFC and IECC mandated external insulation thickness to prevent condensation and minimize heat gain. All the condensate from VRF systems units will be routed to mop sinks in the Janitor’s closet or floor drains in the Mechanical Room. All work will meet OBC, OMC, IECC codes, Uniform Facilities Criteria and ASHRAE standards using environmentally friendly refrigerants. The completed system will be tested and balanced to conform to design intent.

USAFR ZQEL 15-0005B/C Page 3 of 12

vii. An easily accessible Emergency Management Switch (EMS) is provided to shut off all HVAC systems in case of an emergency. During such period the

Data Server Room Unit and its corresponding Condensing Unit shall remain energized as it is isolated from rest of the building air movement. An authorized person can restore the HVAC system to its original operating condition by resetting this switch.

3. Plumbing

i. The building is being completely renovated and the location of the restrooms has been changed. The existing plumbing fixtures will therefore be demolished. New plumbing fixtures will be provided for the new restrooms. These fixtures include floor mounted water closets including

ADA compliant water closets, ADA compliant wall hung urinals, ADA compliant counter mounted lavatories, ADA compliant showers and a mop sink in the Janitor’s closet. An ADA compliant water fountain and an ADA compliant water bottle filler is also provided.

ii. New floor drains, including trap primers, will be added in the restrooms and

Mechanical Room. The existing gas fired domestic water heater will be replaced with a new gas fired water heater. All fixtures, faucets and plumbing equipment will meet ANSI/NSF 61 requirements.

iii. To accommodate the new plumbing fixture locations, certain existing sanitary piping branches will be capped off and some will be modified or extended. Some new branches may need to be added. Rodding out the existing sanitary lines is necessary to maintain proper drainage performance. A large portion of the existing sanitary is located below the concrete floor slab and this will require saw cutting, excavation, backfilling and slab repair in certain areas. The existing sanitary vent penetration thru the roof is usable for the new vent piping system, although some of the existing vent piping will need to be replaced.

iv. To allow capacity for the new fixtures and for a future expansion, the existing domestic water service tap pipe, meter and backflow preventer will be replaced with a larger size.