Attachment 2 MMAC-BMB-Type B-Final IFC Specifications-R1.pdf

FAA

Mike Monroney Aeronautical Center

Base Maintenance Building Renovation Type B Contract No. DTFAAC-16-D-00036, T.O. 0005 December 20, 2019

SPECIFICATIONS

Issued For Construction (Type B Design Services)

Technical Specification ISSUED FOR CONSTRUCTION

DTFAAC-16-D-00036 TOC - Page 1 TABLE OF CONTENTS FAA BMB Renovation Type B 12/20/2019

TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 0101 PROJECT TITLE PAGE

00 0102 PROJECT INFORMATION

00 0107 SEALS PAGE

00 3132 GEOTECHNICAL DATA

TERRACON GEOTECHNICAL ENGINEERING REPORT

DIVISION 01 - GENERAL REQUIREMENTS (FAA-SPECIFIC)

01 1000 SUMMARY OF WORK

01 1900 CONTRACT CONSIDERATIONS

01 2100 CASH ALLOWANCES

01 2700 UNIT PRICES

01 2800 MODIFICATION PROCEDURES

01 3000 SUBMITTALS

TRANSMITTAL FORM

EXAMPLE OF SUBMITTAL SCHEDULE

01 3010 OPTIONS

01 3013 COORDINATION AND MEETINGS

01 4000 QUALITY REQUIREMENTS

01 4400 THE AIR BARRIER SYSTEM (ABAA)

01 4500 CUTTING AND PATCHING

01 5000 CONSTRUCTION FACILITIES AND TEMPORARY CONTROLS

01 5723 STORM WATER POLLUTION AND PREVENTION

01 5900 FIELD OFFICES AND SHEDS

01 6000 MATERIAL AND EQUIPMENT

SUBSTITUTION REQUEST FORM

01 6500 SYSTEM STARTUP

01 7000 CONTRACT CLOSEOUT

01 7300 OPERATION AND MAINTENANCE DATA

01 7419 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 9113 GENERAL COMMISSIONING REQUIREMENTS

DIVISION 02 - EXISTING CONDITIONS

02 4100 DEMOLITION

DIVISION 03 – CONCRETE

03 3000 CAST-IN-PLACE CONCRETE

DIVISION 04 – MASONRY

04 2000 UNIT MASONRY

DIVISION 05 – METALS

05 1200 STRUCTURAL STEEL

05 3100 STEEL DECK

05 4000 COLD-FORMED METAL FRAMING

05 5000 METAL FABRICATIONS

05 7000 DECORATIVE METAL (INCLUDED IN OPTION 1)

05 7800 CUSTOM GRAPHIC METAL PANEL SYSTEM (INCLUDED IN OPTION 2)

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 1000 ROUGH CARPENTRY

06 4100 ARCHITECTURAL WOOD CASEWORK

DIVISION 07 – THERMAL AND MOISTURE PROTECTION

DTFAAC-16-D-00036 TOC - Page 2 TABLE OF CONTENTS

07 2100 THERMAL INSULATION

07 2400 EXTERIOR INSULATION AND FINISH SYSTEM

07 2500 WEATHER BARRIERS

07 4646 FIBER CEMENT PANELS

07 5200 MODIFIED BITUMINOUS MEMBRANE ROOFING

07 6200 SHEET METAL FLASHING AND TRIM

07 7200 ROOF ACCESSORIES

07 8400 FIRESTOPPING

07 9200 JOINT SEALANTS

DIVISION 08 – OPENINGS

08 1113 HOLLOW METAL DOORS AND FRAMES

08 1416 FLUSH WOOD DOORS

08 3100 ACCESS DOORS AND PANELS

08 3223 SLIDING/FOLDING GLAZED DOORS/WALLS

08 3323 OVERHEAD COILING DOORS

08 3613 SECTIONAL DOORS

08 4126 ALL-GLASS ENTRANCES AND STOREFRONTS

08 4313 ALUMINUM FRAMED STOREFRONTS

08 4413 GLAZED ALUMINUM CURTAIN WALLS

08 7100 DOOR HARDWARE

08 8000 GLAZING

DIVISION 09 – FINISHES

09 2116 GYPSUM BOARD ASSEMBLIES

09 3000 TILING

09 5100 ACOUSTICAL CEILINGS

09 5426 SUSPENDED WOOD CEILINGS

09 6500 RESILIENT FLOORING

09 6813 TILE CARPETING

09 7250 DRY-ERASE WALLCOVERING

09 7260 TACKABLE WALLCOVERING

09 9113 EXTERIOR PAINTING

09 9123 INTERIOR PAINTING

DIVISION 10 – SPECIALTIES

10 1400 SIGNAGE

10 2113 PLASTIC TOILET COMPARTMENTS

10 2600 WALL AND DOOR PROTECTION

10 2800 TOILET, BATH, AND LAUNDRY ACCESSORIES

10 4400 FIRE PROTECTION SPECIALTIES

10 5113 METAL LOCKERS

DIVISION 12 – FURNISHINGS

12 3600 COUNTERTOPS

DIVISION 21 – FIRE SUPPRESSION

21 0500 COMMON WORK RESULTS FOR FIRE SUPPRESSION

21 0523 GENERAL-DUTY VALVES FOR WATER-BASED FIRE-SUPPRESSION PIPING

21 0553 IDENTIFICATION FOR FIRE SUPPRESSION PIPING AND EQUIPMENT

21 1300 FIRE SUPPRESSION SPRINKLER SYSTEMS

DIVISION 22 – PLUMBING AND PIPING

22 0516 EXPANSION FITTINGS AND LOOPS FOR PLUMBING PIPING

22 0517 SLEEVES AND SLEEVE SEALS FOR PLUMBING PIPING

22 0523 GENERAL DUTY VALVES FOR PLUMBING PIPING

DTFAAC-16-D-00036 TOC - Page 3 TABLE OF CONTENTS

22 0548 VIBRATION AND SEISMIC CONTROLS FOR PLUMBING PIPING AND EQUIPMENT

22 0553 IDENTIFICATION FOR PLUMBING PIPING AND EQUIPMENT

22 0719 PLUMBING PIPING INSULATION

22 1005 PLUMBING PIPING

22 1006 PLUMBING PIPING SPECIALTIES

22 1316 SANITARY WASTE AND VENT PIPING

22 1319 SANITARY WASTE PIPING SPECIALTIES

DIVISION 23 – HEATING, VENTILATION, AND AIR CONDITIONING

23 0548 VIBRATION AND SEISMIC CONTROLS FOR HVAC PIPING AND EQUIPMENT

23 0553 IDENTIFICATION FOR HVAC PIPING AND EQUIPMENT

23 0593 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 0713 DUCT INSULATION

23 0716 HVAC EQUIPMENT INSULATION

23 0719 HVAC PIPING INSULATION

23 0800 COMMISSIONING OF HVAC

23 0913 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 0923 DIRECT-DIGITAL CONTROL SYSTEM FOR HVAC

23 0993 SEQUENCE OF OPERATIONS FOR HVAC CONTROLS

23 2113 HYDRONIC PIPING

23 2300 REFRIGERANT PIPING

23 3100 HVAC DUCTS AND CASINGS

23 3700 AIR OUTLETS AND INLETS

23 5216 CONDENSING BOILERS

23 5533 FUEL-FIRED UNIT HEATERS

23 6423 SCROLL WATER CHILLERS

23 7313 MODULAR CENTRAL-STATION AIR-HANDLING UNITS

23 7413 PACKAGED OUTDOOR CENTRAL-STATION AIR-HANDLING UNITS

23 8101 TERMINAL HEAT TRANSFER UNITS

DIVISION 26 – ELECTRICAL

26 0501 MINOR ELECTRICAL DEMOLITION

26 0519 LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES

26 0526 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

26 0529 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

26 0534 CONDUIT

26 0536 CABLE TRAYS FOR ELECTRICAL SYSTEMS

26 0537 BOXES

26 0553 IDENTIFICATION FOR ELECTRICAL SYSTEMS

26 0572-4 OVERCURRENT PROTECTIVE DEVICE STUDIES (FAA STANDARD)

26 0923 LIGHTING CONTROL DEVICES

26 2100 LOW-VOLTAGE ELECTRICAL SERVICE ENTRANCE

26 2200 LOW-VOLTAGE TRANSFORMERS

26 2413 SWITCHBOARDS

26 2416 PANELBOARDS

26 2713.10 30 ELECTRIC METERS (FAA STANDARD)

26 2726 WIRING DEVICES

26 2817 ENCLOSED CIRCUIT BREAKERS

26 2818 ENCLOSED SWITCHES

26 2913 ENCLOSED CONTROLLERS

26 2923 VARIABLE-FREQUENCY MOTOR CONTROLLERS

26 4113 LIGHTNING PROTECTION FOR STRUCTURES

26 4300 SURGE PROTECTIVE DEVICES

26 5100 INTERIOR LIGHTING

26 5600 EXTERIOR LIGHTING

DTFAAC-16-D-00036 TOC - Page 4 TABLE OF CONTENTS

DIVISION 27 – COMMUNICATIONS

---------- TELECOMMUNICATIONS STANDARDS FOR THE MIKE MONRONEY

AERONAUTICAL CENTER (FAA STANDARD SPECIFICATION)

27 5117 PUBLIC ADDRESS SYSTEMS

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 1300 ACCESS CONTROL

28 2300 VIDEO SURVEILLANCE

28 3100 FIRE DETECTION AND ALARM

DIVISION 31 – EARTHWORK

31 0000 EARTHWORK

31 0519 GEOTEXTILE

31 1100 CLEARING AND GRUBBING

DIVISION 32 – SITE IMPROVEMENTS

32 0119 FIELD-MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS

32 1123 AGGREGATE AND/OR GRADED-CRUSHED AGGREGATE BASE COURSE

32 1313.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE FACILITIES

32 1613 CONCRETE SIDEWALKS AND CURBS AND GUTTERS

32 9219 TURF

DIVISION 33 – UTILITIES

33 1100 WATER DISTRIBUTION SYSTEM

33 1123 NATURAL GAS PIPING

33 3000 SANITARY SEWER

33 4400 STORM DRAINAGE

END OF TABLE OF CONTENTS

DTFAAC-16-D-00036

FAA BMB Renovation Type B

00 0101 - 1 PROJECT TITLE PAGE

12/20/2019

SECTION 00 0101

PROJECT TITLE PAGE

PROJECT MANUAL

FOR

FAA BMB RENOVATION TYPE B

OWNER'S PROJECT NUMBER: DTFAAC-16-D-00036

OWNER:

FEDERAL AVIATION ADMINISTRATION (FAA)

PROJECT LOCATION ADDRESS:

MIKE MONRONEY AERONAUTICAL CENTER (MMAC)

BASE MAINTENANCE BUILDING (BMB-15)

6125 SW 68TH ST.

OKLAHOMA CITY, OK 73169

DATE: (DATE OF PROJECT MANUAL)

31 MAY 2019

PREPARED BY:

LWPB ARCHITECTS

END OF SECTION

FAA BMB Renovation Type B

00 0102 - 1 PROJECT INFORMATION

12/20/2019

SECTION 00 0102

PROJECT INFORMATION

PART 1 GENERAL

1.01 PROJECT IDENTIFICATION

A. Project Name: FAA BMB Renovation Type B.

B. Owner's Project Number: DTFAAC-16-D-00036.

C. FAA Work Requiest Number: 2014-004363.

D. Architect's Project Number: 16-1335-G230E.

E. Project Location: Base Maintenance Building (BMB-15), Mike Monroney Aeronautical Center, 6125 SW 68th St., Oklahoma City, OK 73169.

F. The Owner, hereinafter referred to as Owner: Federal Aviation Administration (FAA)

1.02 NOTICE TO PROSPECTIVE BIDDERS

A. Invitation to Bid, request for qualifications, and other procurement requirements and information will be provided in the Solicitation, to be issued by the Owner at a later date.

1.03 PROJECT DESCRIPTION

A. Summary Project Description: Comprehensive renovation of BMB-15.

B. Contract Scope: Construction, demolition, renovation, hazardous material removal, and facility operations during occupancy.

1.04 PROJECT CONSULTANTS

A. The Architect, hereinafter referred to as Architect: LWPB Architecture.

1. Address: 5909 NW Expressway, #600.

2. City, State, Zip: Oklahoma City, OK 73132.

3. Phone: 405-722-7270.

4. E-mail: rsiler@lwpb.com.

1.05 PROCUREMENT TIMETABLE

A. Contract Time: To be stated in bid documents.

B. The Owner reserves the right to change the schedule or terminate the entire procurement process at any time.

1.06 PROCUREMENT DOCUMENTS

A. The Solicitation for Bids will be issued by the Owner at a future date, and under separate cover.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

FAA BMB Renovation Type B

00 0107 - 1 SEALS PAGE

12/20/2019

SECTION 00 0107

SEALS PAGE

THE PROJECT:

Mike Monroney Aeronautical Center, Oklahoma City BMB Renovation Type B

OWNER:

Federal Aviation Administration Oklahoma City, Oklahoma

ARCHITECT:

LWPB Architecture: Rick Siler, AIA 5909 NW Expressway, Suite 600 Oklahoma City, OK 73132

Telephone: 405.722 7270 Facsimile: 405.722.8373 e-mail: rsiler@lwpb.com

LWPB Project Number: 16-1335-G230E The following Sections of this Project Manual were prepared under my direct control and supervision:

00 0101 PROJECT TITLE PAGE

00 0102 PROJECT INFORMATION

00 0107 SEALS PAGES

(Division 01 - General Requirements: All sections under Division 01 were provided for inclusion in the Specification by the Federal Aviation Administration (FAA), with the exception of 01 4400 The Air Barrier Standard, which was created by the Air Barrier Association of America (ABAA), and is inserted without amendment, in compliance with the directive from the FAA.)

02 4100 DEMOLITION

04 2000 UNIT MASONRY

05 7000 DECORATIVE METAL (INCLUDED IN OPTION 1)

05 7800 CUSTOM GRAPHIC METAL PANEL SYSTEM (INCLUDED IN OPTION 2)

06 1000 ROUGH CARPENTRY

06 4100 ARCHITECTURAL WOOD CASEWORK

07 2100 THERMAL INSULATION

07 2400 EXTERIOR INSULATION AND FINISH SYSTEMS

07 2500 WEATHER BARRIERS

07 4646 FIBER CEMENT PANELS

07 5200 MODIFIED BITUMINOUS MEMBRANE ROOFING

07 6200 SHEET METAL FLASHING AND TRIM

07 7200 ROOF ACCESSORIES

07 8400 FIRESTOPPING

07 9200 JOINT SEALANTS

08 1113 HOLLOW METAL DOORS AND FRAMES

08 1416 FLUSH WOOD DOORS

08 3100 ACCESS DOORS AND PANELS

08 3223 SLIDING/FOLDING GLAZED DOORS & WALLS

08 3323 OVERHEAD COILING DOORS

08 3613 SECTIONAL DOORS

08 4126 ALL-GLASS ENTRANCES AND STOREFRONTS

08 4313 ALUMINUM-FRAMED STOREFRONTS

BWinterscheidt Typewritten Text 12/20/19

FAA BMB Renovation Type B

00 0107 - 2 SEALS PAGE

12/20/2019

08 4413 GLAZED ALUMINUM CURTAIN WALLS

08 7100 DOOR HARDWARE

08 8000 GLAZING

09 2116 GYPSUM BOARD ASSEMBLIES

09 3000 TILING

09 5100 ACOUSTICAL CEILINGS

09 5426 SUSPENDED WOOD CEILINGS

09 6500 RESILIENT FLOORING

09 6813 TILE CARPETING

09 7250 DRY-ERASE WALLCOVERING

09 7260 TACKABLE WALLCOVERING

09 9113 EXTERIOR PAINTING

09 9123 INTERIOR PAINTING

10 1400 SIGNAGE

10 2113.19 PLASTIC TOILET COMPARTMENTS

10 2600 WALL AND DOOR PROTECTION

10 2800 TOILET, BATH, AND LAUNDRY ACCESSORIES

10 4400 FIRE PROTECTION SPECIALTIES

10 5113 METAL LOCKERS

12 3600 COUNTERTOPS

FAA BMB Renovation Type B

00 0107 - 3 SEALS PAGE

12/20/2019

SEALS PAGE

THE PROJECT:

Mike Monroney Aeronautical Center, Oklahoma City BMB Renovation Type B

OWNER:

Federal Aviation Administration Oklahoma City, Oklahoma

STRUCTURAL ENGINEER:

KFC Engineering: Kevin Bradley, P.E., S.E.

525 Central Park Drive, Suite 202 Oklahoma City, OK 73105

Telephone: (405) 528-4596 The following Sections of this Project Manual were prepared under my direct control and supervision:

03 3000 CAST-IN-PLACE CONCRETE

05 1200 STRUCTURAL STEEL

05 3100 STEEL DECK

05 5400 COLD-FORMED METAL FRAMING

05 5000 METAL FABRICATIONS

FAA BMB Renovation Type B

00 0107 - 4 SEALS PAGE

12/20/2019

SEALS PAGE

THE PROJECT:

Mike Monroney Aeronautical Center, Oklahoma City BMB Renovation Type B

OWNER:

Federal Aviation Administration Oklahoma City, Oklahoma

CIVIL ENGINEER:

MacArthur Associated Consultants LLC: Russell Kent, P.E.

25 NW 146th Street Edmond, OK 73013

Telephone: (405) 848-2471 The following Sections of this Project Manual were prepared under my direct control and supervision:

31 0000 EARTHWORK

31 0519 GEOTEXTILE

31 1100 CLEARING AND GRUBBING

32 0119 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS

32 1123 AGGREGATE AND/OR GRADED-CRUSHED AGGREGATE BASE COURSE

32 1313.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 1613 CONCRETE SIDEWALKS AND CURBS AND GUTTERS

32 9219 TURF

33 1100 WATER DISTRIBUTION SYSTEM

33 1123 NATURAL GAS PIPING

33 3000 SANITARY SEWERS

33 4400 STORM DRAINAGE

SEALS PAGE

THE PROJECT:

Mike Monroney Aeronautical Center, Oklahoma City

BMB Renovation Type B

OWNER:

Federal Aviation Administration

Oklahoma City, Oklahoma

FIRE PROTECTION ENGINEER:

Burns & McDonnell: David Buell, F.P.E

615 N. Hudson, Suite 200

Oklahoma City, OK 73102

Telephone: (405) 200-0300

The following Sections of this Project Manual were prepared under my direct control and supervision:

21 0500 COMMON WORK RESULTS FOR FIRE SUPPRESSION

21 0523 GENERAL-DUTY VALVES FOR WATER-BASED FIRE SUPPRESSION

PIPING

21 0553 IDENTIFICATION FOR FIRE SUPPRESSION PIPING AND EQUIPMENT

21 1300 FIRE SUPPRESSION SPRINKLER SYSTEMS

28 3100 FIRE DETECTION AND ALARM

DTFAAC-16-D-00036

FAA BMB Renovation Type B

00 0107-5 SEALS PAGE

01/16/2020

FAA BMB Renovation Type B

00 0107 - 6 SEALS PAGE

12/20/2019

SEALS PAGE

THE PROJECT:

Mike Monroney Aeronautical Center, Oklahoma City BMB Renovation Type B

OWNER:

Federal Aviation Administration Oklahoma City, Oklahoma

MECHANICAL ENGINEER:

Burns & McDonnell: Adam Shupe, P.E.

615 N. Hudson, Suite 200 Oklahoma City, OK 73102 Telephone: (405) 200-0300 The following Sections of this Project Manual were prepared under my direct control and supervision:

22 0516 EXPANSION FITTINGS AND LOOPS FOR PLUMBING PIPING

22 0517 SLEEVES AND SLEEVE SEALS FOR PLUMBING PIPING

22 0523 GENERAL DUTY VALVES FOR PLUMBING PIPING

22 0548 VIBRATION AND SEISMIC CONTROLS FOR PLUMBING PIPING AND

EQUIPMENT

22 0553 IDENTIFICATION FOR PLUMBING PIPING AND EQUIPMENT

22 0719 PLUMBING PIPING INSULATION

22 1005 PLUMBING PIPING

22 1006 PLUMBING PIPING SPECIALTIES

22 1316 SANITARY WASTE AND VENT PIPING

22 1319 SANITARY WASTE PIPING SPECIALTIES

23 0130.51 HVAC AIR DUCT CLEANING

23 0513 COMMON MOTOR REQUIREMENTS FOR HVAC EQUIPMENT

23 0517 SLEEVES AND SLEEVE SEALS FOR HVAC PIPING

23 0519 METERS AND GAGES FOR HVAC PIPING

23 0523 GENERAL-DUTY VALVES FOR HVAC PIPING

23 0529 HANGERS AND SUPPORTS FOR HVAC PIPING AND EQUIPMENT

23 0548 VIBRATION AND SEISMIC CONTROLS FOR HVAC PIPING AND

EQUIPMENT

23 0553 IDENTIFICATION FOR HVAC PIPING AND EQUIPMENT

23 0593 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 0713 DUCT INSULATION

23 0716 HVAC EQUIPMENT INSULATION

23 0719 HVAC PIPING INSULATION

23 0800 COMMISSIONING OF HVAC

23 0913 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 0923 DIRECT-DIGITAL CONTROL SYSTEM FOR HVAC

23 0993 SEQUENCE OF OPERATIONS FOR HVAC CONTROLS

23 2113 HYDRONIC PIPING

23 2123 HYDRONIC PUMPS

23 2300 REFRIGERANT PIPING

23 3100 HVAC DUCTS AND CASINGS

23 3700 AIR OUTLETS AND INLETS

23 5216 CONDENSING BOILERS

23 5533 FUEL-FIRED UNIT HEATERS

23 6423 SCROLL WATER CHILLERS

FAA BMB Renovation Type B

00 0107 - 7 SEALS PAGE

12/20/2019

23 7313 MODULAR CENTRAL-STATION AIR-HANDLING UNITS

23 7413 PACKAGED OUTDOOR CENTRAL-STATION AIR-HANDLING UNITS

23 8101 TERMINAL HEAT TRANSFER UNITS

FAA BMB Renovation Type B

00 0107 - 8 SEALS PAGE

12/20/2019

SEALS PAGE

THE PROJECT:

Mike Monroney Aeronautical Center, Oklahoma City BMB Renovation Type B

OWNER:

Federal Aviation Administration Oklahoma City, Oklahoma

ELECTRICAL ENGINEER:

Burns & McDonnell: Ryan Benedict, P.E.

615 N. Hudson, Suite 200 Oklahoma City, OK 73102 Telephone: (405) 200-0300 The following Sections of this Project Manual were prepared under my direct control and supervision:

26 0501 MINOR ELECTRICAL DEMOLITION

26 0519 LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES

26 0526 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

26 0529 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

26 0534 CONDUIT

26 0536 CABLE TRAYS FOR ELECTRICAL SYSTEMS

26 0537 BOXES

26 0553 IDENTIFICATION FOR ELECTRICAL SYSTEMS

26 0573 POWER SYSTEM STUDIES

26 0923 LIGHTING CONTROL DEVICES

26 2100 LOW-VOLTAGE ELECTRICAL SERVICE ENTRANCE

26 2200 LOW-VOLTAGE TRANSFORMERS

26 2413 SWITCHBOARDS

26 2416 PANELBOARDS

26 2726 WIRING DEVICES

26 2817 ENCLOSED CIRCUIT BREAKERS

26 2818 ENCLOSED SWITCHES

26 2913 ENCLOSED CONTROLLERS

26 2923 VARIABLE-FREQUENCY MOTOR CONTROLLERS

26 4113 LIGHTNING PROTECTION FOR STRUCTURES

26 4300 SURGE PROTECTIVE DEVICES

26 5100 INTERIOR LIGHTING

26 5600 EXTERIOR LIGHTING

27 5117 PUBLIC ADDRESS SYSTEM

28 1300 ACCESS CONTROL

28 2300 VIDEO SURVEILLANCE

Sections 26 2713 ELECTRIC METERS, 26 0572 OVERCURRENT PROTECTIVE DEVICE

SHORT-CIRCUIT STUDY, 26 0573 OVERCURRENT PROTECTIVE DEVICE

COORDINATION STUDY, 26 0574 OVERCURRENT PROTECTIVE DEVICE ARC-FLASH

STUDY, and Division 27 Communications (with the exception of Section 27 5117 PUBLIC ADDRESS SYSTEM) were provided in full by the FAA to ensure compliance with their internal standards, and has been reproduced without amendment by the Designers of Record as it was provided.

FAA BMB Renovation Type B

00 3132 - 1 GEOTECHNICAL DATA

12/20/2019

SECTION 00 3132

GEOTECHNICAL DATA

PART 1 GENERAL

1.01 GEOTECHNICAL DATA

A. This Document with its referenced attachments is part of the Procurement and Contracting Requirements for Project. They provide Owner's information for Bidders' convenience and are intended to supplement rather than serve in lieu of Bidders' own investigations. They are made available for Bidders' convenience and information, but are not a warranty of existing conditions.

This Document and its attachments are not part of the Contract Document.

B. A geotechnical investigation report for Project, prepared by Terracon Consultants, Inc.

(Terracon Project No.: 03175259), dated June 12, 2018, is available for viewing as appended to this Document.

PART 2 PRODUCTS

NOT USED

PART 3 EXECUTION

NOT USED

REPORT C OVER PAGE

Geotechnical Engineering Report FAA BDG 15 (BMB Building)

Oklahoma City, Oklahoma

June 12, 2018

Terracon Project No. 03175259

Prepared for:

MacArthur Associated Consultants

Edmond, Oklahoma

Prepared by:

Terracon Consultants, Inc.

Oklahoma City, Oklahoma

Responsive ■ Resourceful ■ Reliable

REPORT TOPICS

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

SHALLOW FOUNDATIONS

DRILLED PIER FOUNDATIONS

SEISMIC CONSIDERATIONS

FLOOR SLABS

PAVEMENTS

GENERAL COMMENTS

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS (Boring Logs and Laboratory Data)

SUPPORTING INFORMATION (General Notes and Unified Soil Classification System and Description of Rock Properties) http://client.terracon.com/

Responsive ■ Resourceful ■ Reliable 1

INTRODUCTION

Geotechnical Engineering Report

FAA BDG 15 (BMB Building)

Southwest 68th Street and South Eddie Avenue

Oklahoma City, Oklahoma Terracon Project No. 03175259

June 12, 2018

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed FAA BDG 15 (BMB Building) to be located inside Mike

Monroney Aeronautical Center, northeast of the intersection of Southwest 68th Street and South

Eddie Avenue in Oklahoma City, Oklahoma. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil (and rock) conditions ■ Foundation design and construction

■ Groundwater conditions ■ Floor slab design and construction

■ Site preparation and earthwork ■ Seismic site classification per IBC

■ Pavement design and construction

The geotechnical engineering scope of services for this project included the advancement of 3 test borings to depths ranging from approximately 5 to 24 feet below existing site grades.

Maps showing the site and boring locations are shown in the Site Location and Exploration

Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs in the

Exploration Results section of this report.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel Information

The project is located inside Mike Monroney Aeronautical Center, northeast of the intersection of Southwest 68th Street and South Eddie

Avenue in Oklahoma City, Oklahoma.

See Site Location

FAA BDG 15 (BMB Building) ■ Oklahoma City, Oklahoma

June 12, 2018 ■ Terracon Project No. 03175259

Responsive ■ Resourceful ■ Reliable 2

Current Ground Cover Vegetation, existing building and asphalt paved parking lot.

Existing Topography Relatively Level

PROJECT DESCRIPTION

Our initial understanding of the project was provided in our proposal and was discussed in the project planning stage. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows:

Proposed Structures The project includes 2 building expansion locations at the northwest side and the south side of the existing building as well as a parking lot.

Maximum Loads

■ Columns: 100 kips

■ Walls: 2 to3 kips per linear foot maximum (klf)

■ Slabs: 100 pounds per square foot maximum (psf)

Grading Less than 2 feet of cut and/or fill will be required to develop final grade.

Pavements

Paved driveway and parking will also be constructed.

We assume both rigid (concrete) and flexible (asphalt) pavement sections should be considered.

Anticipated traffic is as follows:

■ Autos/light trucks: 500 vehicles per day

■ Light delivery and trash collection vehicles: 2 vehicles per week

■ Tractor-trailer trucks: <1 vehicle per week

GEOTECHNICAL CHARACTERIZATION

Subsurface Profile

We have developed a general characterization of the subsurface soil and groundwater conditions based upon our review of the data and our understanding of the geologic setting and planned construction. The following table provides our geotechnical characterization.

The geotechnical characterization forms the basis of our geotechnical calculations and evaluation of site preparation, foundation options and pavement options. As noted in General Comments, the characterization is based upon widely spaced exploration points across the site, and variations are likely.

Responsive ■ Resourceful ■ Reliable 3

Stratum Approximate Depth to

Bottom of Stratum (feet) Material Description Consistency/Density

1 9 to 19 Lean to fat clay with varying amounts of sand Stiff to very stiff

Undetermined: Borings terminated within this stratum at the planned depth of approximately 24 feet

Weathered shale Soft to hard

Conditions encountered at each boring location are indicated on the individual boring logs shown in the Exploration Results section and are attached to this report. Stratification boundaries on the boring logs represent the approximate location of changes in native soil types; in situ, the transition between materials may be gradual.

Groundwater Conditions

The boreholes were observed while drilling and after completion for the presence and level of groundwater. The water levels observed in the boreholes can be found on the boring logs in

Exploration Results, and are summarized below.

Boring Number

Approximate Depth to

Groundwater while Drilling

(feet)

Approximate Depth to

Groundwater after Drilling

(feet)

B-1 Not encountered Not encountered

B-2 23 23

B-3 Not encountered Not encountered

1. Below ground surface

Groundwater was monitored in the borings while drilling, or for the short duration the borings could remain open. However, this does not necessarily mean the borings terminated above groundwater, or the water levels summarized above are stable groundwater levels. Due to the low permeability of the soils encountered in the borings, a relatively long period may be necessary for a groundwater level to develop and stabilize in a borehole. Long term observations in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels in materials of this type.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

Responsive ■ Resourceful ■ Reliable 4

GEOTECHNICAL OVERVIEW

The moderate to high plasticity soils will have a moderate to high shrink/swell potential that could adversely affect lightly loaded on-grade floor slabs. Recommendations are provided to reduce slab-on-grade heaving due to potential volume changes in the clays during cycles of wetting and drying. Additional site preparation recommendations including subgrade improvement and fill placement are provided in the Earthwork section. The Floor Slabs section addresses slab-on-grade support of the building.

The proposed building additions may be supported on shallow footings bearing on tested and approved newly placed engineered fill or native undisturbed soils. Recommendations for designing and constructing the foundation are provided in the following report. The Shallow

Foundations section addresses support of the building bearing on native stiff clay or engineered fill. Drilled piers could also be used to support the proposed building additions. The Drilled Pier

Foundations section addresses support of the building bearing on weathered shale.

The Pavements section contains recommendations for both rigid (PCC) and flexible (AC) pavement sections. Subgrade stabilization of the on-site soils with Class “C” fly ash or cement kiln dust

(CKD) or placement of a minimum 6 inches of aggregate is recommended to improve long-term support for new pavements.

Expansive soils are present on this site. This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However, even if these procedures are followed, some movement and at least minor cracking in the structure could still occur. The severity of cracking and other cosmetic damage such as uneven floor slabs will probably increase if any modification of the site results in excessive wetting or drying of the expansive soils. Eliminating the risk of movement and cosmetic distress may not be feasible, but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. We would be pleased to discuss other construction alternatives with you upon request.

The General Comments section provides an understanding of the report limitations.

EARTHWORK

The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria as necessary to render the site in the state considered in our geotechnical engineering evaluation for foundations, floor slabs, and pavements.

Responsive ■ Resourceful ■ Reliable 5

Site Preparation

Site preparation should include removing existing pavement, vegetation, topsoil, and any other unsuitable surface from the areas of new construction. Actual removal depths should be determined at the time of construction by a representative of the geotechnical engineer.

After removing the pavement, vegetation, topsoil and performing any required cuts, but before placing any fill or constructing the floor slab, we recommend undercutting the building area to allow construction of a minimum 3-feet thickness of low plasticity cohesive fill below the design finish subgrade elevation. The zone of fill compacted to meet this criteria should extend beyond the building footprint at least 1 foot laterally for each foot of fill required to develop design grade.

After performing any required undercut site stripping, but before placing any fill, we recommend the exposed soils be proofrolled with a loaded, tandem-axle dump truck weighing at least 25 tons

(under the observation of Terracon personnel) to locate any soft or unstable zones. The proofrolling should involve overlapping passes in mutually perpendicular directions. Where rutting or pumping is observed during proofrolling, the unstable soils should be overexcavated and replaced with an approved low volume change soil as described in the following sections if it cannot be effectively compacted in-place. We expect the subgrade soils beneath the existing pavement to have accumulated moisture over the life of the pavement. Therefore, it is probable that wet or unstable areas will be encountered during proofrolling. The amount of unstable soil cannot be determined at this time.

After a successful proofroll, we recommend scarifying the exposed subgrade soils to a minimum depth of 8 inches in the building area, and in the pavement area if fill is required. The scarified soil should be adjusted to a workable moisture content that is at or above its optimum value, as determined by test method ASTM D698 (standard Proctor), prior to being compacted to at least

95 percent of its maximum dry density.

Fill Material Types

All fill required to develop the design subgrade elevation should be an approved cohesive material that is free of organic matter and debris. Earthen materials used for fill should meet the following material property requirements:

Soil Type

USCS Classification Acceptable Location for Placement

Low Plasticity Cohesive -

Liquid Limit less than 40

Plasticity index between 5 and 15

CL, CL-ML

All locations and elevations

Responsive ■ Resourceful ■ Reliable 6

Soil Type USCS Classification Acceptable Location for Placement

On-Site Soils CH, CL Pavement and non-structure areas

1. Fill should consist of approved materials free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.

2. Provided the top 8 inches of the pavement subgrade is stabilized with Class “C” fly ash or cement kiln dust

(CKD), as noted in Pavements.

Fill Compaction Requirements

Engineered fill should meet the following compaction requirements.

Maximum Lift Thickness

■ 8 inches or less in loose thickness when heavy, self-propelled compaction equipment is used

■ 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used

Minimum Compaction

Requirements

At least 95%, except the stabilized depth of pavement subgrade should be compacted to at least 98%

Water Content

Range

Workable moisture content that is at or above its optimum value

1. Maximum density and optimum water content as determined by the standard Proctor test (ASTM D 698).

Utility Trench Backfill

For low permeability subgrades, utility trenches are a common source of water infiltration and migration. Utility trenches penetrating beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches, which could migrate below the building. The trench should provide an effective trench plug that extends at least 5 feet from the face of the building exterior. The plug material should consist of cementitious flowable fill or low permeability clay.

The trench plug material should be placed to surround the utility line. If used, the clay trench plug material should be placed and compacted to comply with the water content and compaction recommendations for structural fill stated previously in this report.

Responsive ■ Resourceful ■ Reliable 7

Grading and Drainage

Effective drainage should be developed during construction and maintained throughout the life of the development. Infiltration of water into utility trenches or foundation excavations should be prevented during construction. Planters and other surface features that could retain water in areas adjacent to the building or pavements should be sealed or eliminated. In areas where sidewalks or paving do not immediately adjoin the structure, we recommend that protective slopes be provided with a minimum grade of approximately 5 percent for at least 10 feet from perimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce moisture infiltration.

Downspouts, roof drains or scuppers should discharge in a manner that carries the water several feet away from the building when the ground surface adjacent to the structure is not protected by exterior slabs or paving. Sprinkler systems should not be installed within 5 feet of foundation walls. Landscape irrigation adjacent to the foundation systems should be minimized or eliminated.

Earthwork Construction Considerations

Shallow excavations, for the proposed structure, are anticipated to be accomplished with conventional construction equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade water content prior to construction of floor slabs. Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over, or adjacent to, construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted, prior to floor slab construction.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or state regulations.

Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred.

Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.

Monitoring should include documentation of adequate removal of vegetation and top soil, proof-rolling and mitigation of areas delineated by the proof-roll to require mitigation.

Responsive ■ Resourceful ■ Reliable 8

Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the building areas and 5,000 square feet in pavement areas. Each lift of fill should be tested for one density and water content test for every 50 linear feet of compacted utility trench backfill.

In areas of foundation excavations, the bearing subgrade should be evaluated under the direction of the Geotechnical Engineer. In the event that unanticipated conditions are encountered, the

Geotechnical Engineer should prescribe mitigation options.

In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including assessing variations and associated design changes.

SHALLOW FOUNDATIONS

If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations.

Design Parameters

Maximum Net Allowable Bearing pressure 1, 2

2,000psf (foundations bearing within engineered fill)

3,000 psf (foundation bearing on undisturbed native soils)

Required Bearing Stratum Undisturbed native soil or engineered fill

Minimum Foundation Dimensions Columns: 30 inches

Continuous: 18 inches

Allowable Passive Resistance

(equivalent fluid pressures) 150 pcf

Allowable Coefficient of Sliding

Friction

0.2

Minimum Embedment below

Finished Grade

Exterior footings in unheated areas: 30 inches

Interior footings in heated areas: 12 inches

Estimated Total Settlement from

Structural Loads

Less than 1 inch

Estimated Differential Settlement

About 1/2 of total settlement

Responsive ■ Resourceful ■ Reliable 9

1. The maximum net allowable bearing pressures are the pressures in excess of the minimum surrounding overburden pressure at the footing base elevation. An appropriate factor of safety has been applied.

2. Values provided are for maximum loads noted in Project Description.

3. Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the Earthwork.

4. With an applied safety factor of 2. Use of passive earth pressures require the sides of the excavation for the spread footing foundation to be nearly vertical and the concrete placed neat against these vertical faces or that the footing forms be removed and compacted structural fill be placed against the vertical footing face. Unless pavements or on-grade slabs are provided up to and above the footings, the allowable passive pressure should be disregarded to a depth of 2.5 feet below the final grade.

5. With an applied safety factor of 2. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Should be neglected for foundations subject to net uplift conditions.

6. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure.

Construction Adjacent to Existing Building

Differential settlement between the additions and the existing building is expected to approach the magnitude of the total settlement of the addition. Expansion joints should be provided between the existing building and the proposed addition to accommodate differential movements between the two structures. Underground piping between the two structures should be designed with flexible couplings and utility knockouts in foundation walls should be oversized, so minor deflections in alignment do not result in breakage or distress. Care should be taken during excavation adjacent to existing foundations, to avoid disturbing existing foundation bearing soils.

New footings should bear at or near the bearing elevation of immediately adjacent existing foundations. Depending upon their locations and current loads on the existing footings, footings for the new addition could cause settlement of adjacent walls. To reduce this concern and risk, clear distances at least equal to the new footing widths should be maintained between the addition’s footings and footings supporting the existing building.

Foundation Construction Considerations

As noted in Earthwork, the footing excavations should be evaluated under the direction of the

Geotechnical Engineer. The base of all foundation excavations should be free of water and loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed.

Responsive ■ Resourceful ■ Reliable 10

If unsuitable bearing soils are encountered at the base of the planned footing excavation, the excavation should be extended deeper to suitable soils, and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. This is illustrated on the sketch above.

Over-excavation for structural fill placement below footings should be conducted as shown above.

The over-excavation should be backfilled up to the footing base elevation with low plasticity cohesive soil placed, as recommended in the Earthwork section.

DRILLED PIER FOUNDATIONS

Design Parameters

Soil design parameters are provided below in the table below for the design of drilled pier foundations.

Responsive ■ Resourceful ■ Reliable 11

Description Value

Foundation Type Straight shaft drilled piers

Bearing Material

Weathered shale that was encountered at depths of approximately 9 to 19 feet (approximate elevations of 91.5 to 81.5 feet) below the existing grade

Minimum Embedment 2 feet into approved weathered shale

Net Allowable Bearing Pressure 15,000 psf

Maximum Allowable Skin Friction 1,500 psf

Minimum Shaft Diameter 18 inches

Minimum Grade Beam Embedment Depth

Below Finished Grade

30 inches

Minimum Void Space Beneath Grade Beam 4 inches

Estimated Total Settlement ½ inch

Estimated Differential Settlement Less than ½ inch

1. Design capacities are dependent upon the method of installation, and quality control parameters. The values provided are estimates and should be verified when installation protocol have been finalized.

2. See Subsurface Profile in Geotechnical Characterization for more details on stratigraphy.

3. Use skin friction for the portion of the drilled pier that penetrates the weathered shale. Skin friction may be used to resist both upward and downward axial forces. The allowable skin friction has a safety factor of approximately 2.

4. Assume that enough steel reinforcement is provided to provide adequate structural integrity.

5. Grade beams should be structurally connected to the top of the piers and protection should be provided to prevent future filling of the void by sloughing soils.

6. Excavations for grade beams should be free of loose material.

Construction Considerations

Our drilling rig used an earth auger to penetrate the overburden soils and weathered shale.

However, a rock bit may be required to extend the drilled pier excavations into the weathered shale. We do not expect temporary casing will be needed to prevent caving of the excavation sides; however, the final determination should be made at the time of construction; however, the final determination should be made at the time of construction.

Responsive ■ Resourceful ■ Reliable 12

Groundwater was encountered in the borings during the field exploration; therefore, we anticipate dewatering will be required during pier construction. However, the need for dewatering will also depend on the actual groundwater conditions at the time of construction. The bottom of the pier excavation should be cleaned of debris, loose or disturbed soil, and water, if any, prior to placing reinforcing steel and concrete. If water is encountered and cannot be removed, the concrete should be placed using a tremie pipe and placed from the bottom of the pier excavation to the top, displacing the water to the surface. Concrete should be placed as soon as possible after the foundation excavation is completed to reduce the potential for disturbance of the bearing surface.

To facilitate pier construction, concrete should be on-site and ready for placement as pier excavations are completed. In no event should the pier excavation be allowed to remain open over night.

SEISMIC CONSIDERATIONS

The seismic design requirements for buildings and other structures are based on Seismic Design

Category. Site Classification is required to determine the Seismic Design Category for a structure.

The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7-10.

Description Value

2015 International Building Code Site Classification

(IBC)

C

1. Seismic site classification in general accordance with the 2015 International Building Code, Section

1613.3.2, which refers to ASCE 7-10, Chapter 20, Table 20.3-1.

2. The 2015 International Building Code (IBC) uses a site profile extending to a depth of 100 feet for seismic site classification. Borings at this site were extended to a maximum depth of 24 feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth.

FLOOR SLABS

The subgrade soils are comprised of moderate to high plasticity clays exhibiting the potential to swell with increased water content. Construction of the floor slab, combined with revising site drainage, creates the potential for gradual increased water contents within the clays. Increases in water content will cause the clays to swell and damage the floor slab. To reduce the swell potential to less than about 1 inch, at least the upper 3 feet of subgrade soils below the floor slab (excluding the floor slab support course) should be an approved Low Volume Change (LVC) material consisting of lean clays as described in Fill Material Types of the Earthwork section. Design parameters for floor slabs assume the requirements for Earthwork have been followed.

Responsive ■ Resourceful ■ Reliable 13

Floor Slab Design Parameters

Item Description

Floor Slab Support

At least 3 feet of low plasticity cohesive material prepared in accordance with

Earthwork should be present below floor slabs.

Estimated Modulus of

Subgrade Reaction

100 pounds per square inch per inch (psi/in) for point loads

1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation.

2. Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is provided for point loads. For large area loads the modulus of subgrade reaction would be lower.

The use of a vapor retarder should be considered beneath concrete slabs on grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder.

Saw-cut control joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should be sealed with a water-proof, non-extruding compressible compound specifically recommended for heavy duty concrete pavement and wet environments.

Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other construction objectives, our experience indicates differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the length of the structural dowels. The Structural Engineer should account for potential differential settlement through use of sufficient control joints, appropriate reinforcing or other means.

Floor Slab Construction Considerations

Finished subgrade within and for at least 10 feet beyond the floor slab should be protected from traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become damaged or desiccated prior to construction of floor slabs, the affected material should be removed and structural fill should be added to replace the resulting excavation. Final conditioning of the finished subgrade should be performed immediately prior to placement of the floor slab support course.

The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel and concrete. Attention should

Responsive ■ Resourceful ■ Reliable 14 be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located.

PAVEMENTS

General Pavement Comments

Pavement designs are provided for the traffic conditions as noted in Project Description and in the following sections of this report. A critical aspect of pavement performance is site preparation.

Pavement designs, noted in this section, are considered appropriate for this project provided the subgrade has been prepared as recommended in the Earthwork section and in the following sections of this report.

Pavement Support

To reduce potential trafficability problems and strength loss, and to improve the long-term subgrade support, we recommend that the top 8 inches of the subgrade be stabilized with Class

“C” fly ash or cement kiln dust. Based on past experience with soils similar to those present at the site, we estimate 10 to 14 percent Class “C” fly ash or cement kiln dust will be needed to adequately stabilize the on-site soils. The actual percentage of additive should be determined at the time of construction by the Geotechnical Engineer. Before compaction, the stabilized soil zone should be adjusted to within 2 percent of the material’s optimum moisture as determined by test method ASTM D698. After conditioning the soil to the required moisture content, the stabilized subgrade should be compacted to at least 98 percent of the material’s maximum dry density as determined by test method ASTM D698. Compaction should be completed within about two hours after initially mixing the soil and stabilizing agent to optimize the stabilization benefit.

As an alternative, we recommend placing at least 6 inches of ODOT Type “A” aggregate base meeting the requirements of Section 703.01.