Request for ProposalRequest for Proposal Wasatch Education Center and Employee Facilities...

Request for Proposal

Wasatch Education Center and Employee Facilities Construction

For and on behalf of:

(Wasatch) Project Site Address:

650 East Highway 193 Layton, Utah 84041

Prepared by:

1 Huntington Quadrangle, Suite 3S01 Melville, New York 11747

RRT Project No. 828-010

Date Issued: March 19, 2019

06-06-18

Wasatch Education Center and Employee Facilities March 13, 2019

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TABLE OF CONTENTS

Division 00 Bidding Requirements, Contractor Forms, and Conditions of the Contract 00 100 Information and Instructions for Bidders 00 200 Technical Proposal Form 00 300 Commercial Proposal Form 00 400 Standard Form of Agreement Between Owner and Contractor (AIA A101-2017) 00 500 Performance and Payment Bond (AIA A312-2010) 00 600 General Conditions of the Contract for Construction (AIA A201-2007) 00 700 Supplemental Conditions

Division 01 General Requirements 01 4215 Abbreviation and Symbols 01 4216 Definitions 01 5610 Noise Control 01 5620 Dust Control 01 6000 Product Requirements

Division 02 Site Work 02 000 Mobilization 02 016 Protecting and Relocating Utilities 02 070 Restoration of Improvements 02 200 Earthwork 02 259 Finish Grading 02 513 Asphalt Concrete Paving 02 600 Drainage and Containment 02 620 Reinforced Concrete Pipe, Manholes, and Catch Boxes 02 750 Concrete Paving

Division 03 Concrete 03 0251 Hot and Cold Weather Concreting Procedures 03 0516 Underslab Vapor Barrier 03 1500 Waterstop RX® Bentonite Waterstop 03 3000 Concrete 03 3001 Cast-In-Place Concrete 03 3511 Concrete Finishing

Division 04 Masonry 04 2200 Concrete Unit Masonry

Division 05 Metals 05 1200 Structural Steel framing 05 1213 Architecturally Exposed Structural Steel Framing 05 2100 Steel Joist Framing 05 3100 Steel Decking 05 4000 Cold-Formed Metal Framing 05 5000 Metal Fabrications – Ladders & Bollards 05 5000 Metal Fabrications 05 5213 Pipe and Tube Railings 05 5300 Metal Gratings


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Division 06 Wood, Plastics, and Composites 06 1000 Rough Carpentry 06 1610 Sheathing 06 2000 Finish Carpentry 06 4100 Architectural Wood Casework 06 6110 Architectural Fiberglass Column Over 06 8316 Fiberglass Reinforced Paneling

Division 07 Thermal and Moisture Protection 07 1010 Modified Asphaltic Fluid Applied Membrane 07 1113 Bituminous Dampproofing 07 1900 Water Repellents 07 2100 Thermal Insulation 07 2102 Thermax™ Wall System 07 2104 Thermal Insulation – X Armor 07 2116 Mineral Fiber Insulation and Soundproofing 07 2140 Foamed-In-Place Masonry Wall Insulation 07 2727 Self-Adhered Sheet Membrane Air Barriers, Vapor Permeable 07 4213.24 Façade/Cladding Specifications 07 4213.25 Knight Wall Rainscreen Attachment System (CI) 07 4214 Metal Wall Panels 07 5325 EPDM Fully Adhered Roofing 30 Year Warranty 07 6200 Sheet Metal Flashing and Trim 07 7233 Roof Hatches and Accessories 07 8400 Firestopping 07 9100 Preformed Joint Seals 07 9200 Joint Sealants 07 9500 Seismic Colorseal

Division 08 Openings 08 1113 Hollow Metal Doors and Frames 08 1407 Commercial Wood Doors 08 3310 Overhead Coiling Fire Doors 08 4112 Aluminum -Framed Entrances, Storefronts, Windows TRIFAB 451 08 4113 Aluminum Framed Doors 08 4413 Glazed Aluminum Curtain Walls 08 7100 Door Hardware 08 8000 Glazing

Division 09 Finishes 09 0060 Finish Schedule 09 2116 Gypsum Board Assemblies 09 2216 Non-structural Metal Framing 09 2650 Drywall/Plaster Suspension System 09 3000 Tiling 09 3050 Tile Setting Materials and Accessories 09 5100 Acoustical Ceilings 09 6340 Stone Flooring 09 6500 Resilient Flooring 09 6513 Resilient Moulding, Base and Millwork


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09 6813 Tile Carpeting 09 8319 Acoustical Wall Panels 09 9000 Painting and Coating

Division 10 Specialties 10 1102 TV/Video Monitor Mounting System 10 2113 Phenolic Toilet Compartments 10 2800 Toilet Accessories 10 4400 Fire Protection Specialties 10 5100 Lockers 10 7020 Architectural Canopies 10 7113 Exterior Sun Control Devices 10 7727 Tactile Warning Surfacing

Division 12 Furnishings 12 2400 Window Shades – Lutron Serena/Triathlon 12 3661 Quartz Surfacing Fabrications

Division 14 Conveying Equipment 14 2410 Hydraulic Passenger Elevators

Division 21 Fire Suppression 21 0500 Common Work Results for Fire Suppression 21 0517 Sleeves and Sleeve Seals for Fire-Suppression Piping 21 0518 Escutcheons for Fire-Suppression Piping 21 0529 Hangers and Supports for Fire-Suppression Piping and Equipment 21 0548 Vibration and Seismic Controls for Fire-Suppression Piping and Equipment 21 1316 Wet-Pipe Sprinkler Systems

Division 22 Plumbing 22 0500 Common Work Results for Plumbing 22 0517 Sleeves and Sleeves Seals for Plumbing Piping 22 0518 Escutcheons for Plumbing Piping 22 0519 Meters and Gages for Plumbing Piping 22 0523 General-Duty Valves for Plumbing Piping 22 0529 Hangers and Supports for Plumbing Piping and Equipment 22 0548 Vibration and Seismic Controls for Plumbing Piping and Equipment 22 0553 Identification for Plumbing Piping and Equipment 22 0700 Plumbing Insulation 22 1116 Domestic Water Piping 22 1119 Domestic Water Piping Specialties 22 1123 Domestic Water Pumps 22 1316 Sanitary Waste and Vent Piping 22 1319 Sanitary Waste Piping Specialties 22 1413 Facility Storm Drainage Piping 22 1423 Storm Drainage Piping Specialties 22 1429 Sump Pumps 22 3400 Fuel-Fired, Domestic-Water Heaters 22 4200 Commercial Plumbing Fixtures 22 4716 Electric Water Coolers


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Division 23 Heating Ventilating and Air Conditioning 23 0500 Common Work Results for HVAC 23 0513 Common Motor Requirements for HVAC Equipment 23 0517 Sleeves and Sleeve Seals for HVAC Piping 23 0518 Escutcheons 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 0900 Instrumentation and Control for HVAC 23 0993 Sequence of Operations for HVAC Controls 23 1123 Facility Natural-Gas Piping 23 3113 Metal Ducts 23 3300 Air Duct Accessories 23 3423 HVAC Power Ventilators 23 3600 Air Terminal Units 23 3713 Diffusers, Registers, and Grilles 23 7413 Packaged Rooftop Air-Handling Units 23 8126 Split-System Air-Conditioners 23 8233 Radiation and Convectors 23 8239 Unit Heaters

Division 26 Electrical 26 0500 Common Work Results for Electrical, Communications and Electronic Safety

and Security Systems 26 0510 Temporary Construction Lighting and Power 26 0519 Low-Voltage Electrical Power Conductors and Cables 26 0520 Pathways for Communications and Electronic Safety and Security Systems 26 0526 Grounding and Bonding for Electrical Systems 26 0529 Hangers and Supports for Electrical Systems 26 0533 Raceways and Boxes for Electrical Systems 26 0534 Floor Boxes, Poke-Throughs, Service Poles, and Multioutlet Assemblies 26 0541 Direct Buried Raceways for Electrical and Communication Systems 26 0544 Sleeves and Sleeve Seals for Electrical Raceways and Cabling 26 0545 Handholes for Electrical Systems 26 0548.16 Seismic Controls for Electrical Systems 26 0553 Identification for Electrical Systems 26 0923 Lighting Control Devices 26 0943.23 Relay-Based Lighting Controls 26 2200 Low-Voltage Transformers 26 2416 Panelboards and Load Centers 26 2726 Wiring Devices 26 2816 Enclosed Safety Switches, Toggle Switches, and Enclosed Circuit Breakers 26 2913 Enclosed Controllers (Starters) 26 4313 Surge Protection for Low-Voltage Electrical Power Circuits 26 5100 Interior Lighting 26 5600 Exterior Lighting


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Division 27 Communications 27 0500 Common Work Results for Communications and Low Voltage Systems 27 1100 Communications Equipment Room Fittings 27 1500 Communications Horizontal Cabling

Division 28 Electronic Safety and Security 28 0500 Common Work Results for Low Voltage Systems 28 0513 Conductors and Cables for Electronic Safety and Security 28 0526 Grounding and Bonding for Electronic Safety and Security 28 0544 Sleeves and Sleeve Seals for Electronic Safety and Security Pathways and

Cabling 28 3111 Digital, Addressable Fire-Alarm System


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SECTION 01 4215 ABBREVIATIONS AND SYMBOLS

PART 1 GENERAL 1.01 SYSTEM DESCRIPTION

A. Where any of the following abbreviations of standards, associations, specifications or publications are used in the Contract Documents, they shall have the meaning set forth opposite each and shall be the latest revision thereof at the time of bidding. 1. AA Aluminum Association 2. AAA Aluminum Alloy Association AAMA - 3. AABC Associated Air Balance Council 4. AAMA Architectural Aluminum 5. AAN American Association of Nurserymen 6. AASHTO American Association of State Highway and Transportation Officials 7. ACGIH American Conference of Governmental Industrial Hygienists 8. ACI American Concrete Institute 9. ACPA American Concrete Pipe Association 10. AFBMA Anti Friction Bearing Manufacturers Association 11. AGA American Gas Association 12. AGC Associated General Contractors of America 13. AGMA American Gear Manufacturers Association 14. AGWA American Gear Works Association 15. AHA American Hardboard Association 16. AI Asphalt Institute 17. AIA American Institute of Architects 18. AIEE American Institute of Electrical Engineers 19. AISC American Institute of Steel Construction 20. AISI American Iron and Steel Institute 21. AITC American Institute of Timber Construction 22. AMCA Air Moving and Conditioning Association 23. ANSI American National Standards Institute (Synonymous with USASI-ASA) 24. APA American Plywood Association 25. API American Petroleum Institute 26. ARA American Railroad Association 27. ARI Air Conditioning and Refrigeration Institute 28. AREA American Railway Engineering Association 29. ASCE American Society of Civil Engineers 30. ASHRAE American Society of Heating, Refrigeration and Air Conditioning

Engineers 31. ASLA American Society of Landscape Architects 32. ASME American Society of Mechanical Engineers 33. ASTM American Society for Testing and Materials 34. AWG American (or Brown and Sharpe) Wire Gauge 35. AWI Architectural Woodwork Institute 36. AWPA American Wood Preservers Association 37. AWPB American Wood Preservers Bureau 38. AWPI American Wood Preservers Institute 39. AWS American Welding Society


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40. AWWA American Water Works Association 41. BIA Brick Institute of America 42. BOCA Building Officials and Code Administrators International 43. CEMA Conveyor Equipment Manufacturers Association 44. CGA Compressed Gas Association 45. CISPI Cast Iron Soil Pipe Institute 46. CSPC Consumer Product Safety Commission 47. CRSI Concrete Reinforcing Steel Institute 48. CSA Canadian Standards Association 49. CTC Concrete Technology Corporation 50. DEC New York State Department of Environmental Conservation 51. DOC United States Department of Commerce 52. DOD United States Department of Defense 53. DOT New York State Department of Transportation 54. EEI Edison Electrical Institute 55. EJMA Expansion Joint Manufacturers Association 56. EPA United States Department of Environmental Protection 57. FHWA Federal Highway Administration, U.S. Dept. of Transportation 58. FM Factory Mutual Engineering Corporation 59. FSS Federal Specifications and Standards (General Services Administration -

- Federal Supply Service) 60. GA-Gypsum Association 61. HPMA Hardwood Plywood Manufacturers Association 62. IBR Institute of Boiler and Radiator Manufacturers 63. ICBO International Congress of Building Officials 64. IBR Institute of Boiler and Radiator Manufacturers 65. ICBO International Congress of Building Officials 66. IEEE Institute of Electrical and Electronic Engineers 67. IES Illuminating Engineering Society 68. IMIAWC International Masonry Industry All Weather Council 69. IMSA International Municipal Signal Association 70. IPCEA Insulated Power Cable Engineers Association 71. ITE Institute of Traffic Engineers 72. MBMA Metal Building Manufacturers Association 73. MMA Monorail Manufacturers Association 74. MSS Manufacturers Standardization Society 75. MUTCD Manual on Uniform Traffic Control Devices 76. NBFU National Board of Fire Underwriters 77. NBS National Bureau of Standards 78. NCMA National Concrete Masonry Association 79. NEBB National Environmental Balancing Bureau 80. NEC National Electrical Code 81. NELA National Electric Light Association 82. NEMA National Electrical Manufacturers Association 83. NESC National Electrical Safety Code 84. NFIPA National Fire Protection Association 85. NFOPA National Forest Products Association 86. NIOSH National Institute for Occupational Safety and Health


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87. NRMCA National Ready Mix Concrete Association 88. NSF National Sanitation Foundation 89. NWMA National Woodwork Manufacturers Association 90. NYSDEC New York State Department of Environmental Conservation 91. NYSDOT New York State Department of Transportation 92. OSHA Occupational Safety and Health Act 93. PCA Portland Cement Association 94. PCI Prestressed Concrete Institute 95. PDI Plumbing and Draining Institute 96. PEI Porcelain Enamel Institute Incorporated 97. PPI Plastics Pipe Institute 98. PRA Public Roads Alphabet 99. RMA Rubber Manufacturers Association 100. SAE Society of Automotive Engineers 101. SDI Steel Door Institute 102. SJI Steel Joist Institute 103. SMACNA Sheet Metal and Air Conditioning Contractors National

Association 104. SSPC Steel Structures Painting Council 105. TPI Truss Plate Institute, Inc. 106. UL Underwriters Laboratories, Inc. 107. USSG United States Standard Gauge (for uncoated sheets and thin plates)

B. Where any of the following abbreviations or symbols are used in the Contract Documents, they shall have the meaning set forth opposite each. 1. UNITS OF LINEAR MEASURE

a. cm. -- Centimeters b. in. or " -- Inches c. LF, Ft. or ' -- Linear Feet or Feet d. Yds. -- Yards

2. UNITS OF SQUARE MEASURE a. Sq. cm. -- Square Centimeters b. Sq. in. -- Square Inches c. Sq. Ft./SF -- Square Feet d. SY -- Square Yards e. Ac. -- Acres

3. UNITS OF CUBIC MEASURE a. Cu. in. -- Cubic Inches b. Cu. Ft./CF -- Cubic Feet c. CY -- Cubic Yards

4. UNITS OF LIQUID MEASURE a. Pt. -- Pint b. Qt. -- Quart c. Gal. -- Gallon d. Bbl -- Barrel e. L -- Liter

5. UNITS OF WEIGHT a. Oz. -- Ounces b. Lb. or # -- Pounds


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c. Cwt -- Hundredweight or 100 pounds d. Kip -- 1000 pounds e. gm -- Gram f. mg -- Milligram g. Kg -- Kilogram

6. UNITS OF TEMPERATURE a. °F -- Degrees Fahrenheit b. °C -- Degrees Centigrade

7. UNITS OF FORCE OR PRESSURE a. psi -- Pounds per Square Inch b. psia -- Pounds per Square Inch Absolute c. psig -- Pounds per Square Inch Gauge d. psf -- Pounds per Square Foot e. ksi -- Kips per Square Inch f. ksf -- Kips per Square Foot g. tsf -- Tons per Square Foot

8. UNITS OF VELOCITY/FLOW a. ips -- Inches per Second b. fpm -- Feet per Minute c. mph -- Miles per Hour d. rev -- Revolutions e. rpm -- Revolutions per Minute f. cfs -- Cubic Feet per Second g. cfm -- Cubic Feet per Minute h. gpm -- Gallons per Minute i. mgd -- Million Gallons per Day

9. UNITS OF TIME a. Sec. -- Seconds b. Min. -- Minutes c. Hrs. -- Hours

10. UNITS OF ANGULAR MEASUREMENT a. Sec. or " -- Seconds b. Min. or ' -- Minutes c. Deg. or ° -- Degrees

11. UNITS OF CONCENTRATION a. ppm -- Parts per Million b. Kg/l -- Kilograms per Liter c. mg/l -- Milligrams per Liter

12. UNITS OF POWER a. hp -- Horsepower b. bhp -- Brake Horsepower

13. MATERIALS a. ABS -- Acrylonitrile Butadine Styrene b. ACCMP -- Asphalt Coated Corrugated Metal Pipe c. ACP -- Asbestos Cement Pipe d. BIT -- Bituminous e. CIP -- Cast Iron Pipe f. CISP -- Cast Iron Soil Pipe


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g. CONC -- Concrete h. CPVC -- Chlorinated Polyvinyl Chloride i. DIP -- Ductile Iron Pipe j. CLDIP -- Cement Lined Ductile Iron Pipe k. GLDIP -- Glass Lined Ductile Iron Pipe l. HDPE -- High Density Polyethylene m. PCCP -- Prestressed Concrete Cylinder Pipe n. PE -- Polyethylene o. PVC -- Polyvinyl Chloride p. RCP -- Reinforced Concrete Pipe q. SST -- Stainless Steel r. CU -- Copper s. TCP -- Terra Cotta Pipe t. VCP -- Vitrified Clay Pipe

14. MISCELLANEOUS a. B&B -- Balled and Burlapped b. BR -- Bare Root c. CPM -- Critical Path Method d. CTS -- Copper Tube Size e. Div. -- Division f. ID or OD -- Inside Diameter or Outside Diameter g. IPS -- Iron Pipe Size h. NPT -- National Pipe Thread i. ODS -- Oven Dried Solids j. pH -- Measure of Acidity or Alkalinity

15. ELECTRICAL a. A -- Amperes b. AC -- Alternating Current c. DC -- Direct Current d. V -- Volts Hz -- Hertz e. KvA -- Kilovolt Amperes f. KW -- Kilowatts g. MA -- Milliamps

16. MECHANICAL a. NPSH -- Net Positive Suction Head b. TDH -- Total Dynamic Head c. BTU -- British Thermal Units d. K -- Thermal Conductivity -- BTU/(hr) (FT2) (Degree F/Ft) (°F/Ft) e. C -- Thermal Conductance -- BTU/(hr) (FT2) (Degree F) (°F) f. U -- Coefficient of Heat Transmission -- BTU/(hr) (FT2) (Degree F) (°F) g. R -- Thermal Resistance -- (hr) (FT2) (Degree F)/BTU (°F)/BTU


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PART 2 – PRODUCTS 2.01 NOT USED PART 3 – EXECUTION 3.01 NOT USED

END OF SECTION


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SECTION 01 4216 DEFINITIONS

PART 1 GENERAL 1.01 SUMMARY

A. Other definitions are included in individual specification sections.

1.02 DEFINITIONS A. Furnish: To supply, deliver, unload, and inspect for damage. B. Install: To unpack, assemble, erect, apply, place, finish, cure, protect, clean, start up,

and make ready for use. C. Product: Material, machinery, components, equipment, fixtures, and systems forming

the work result. Not materials or equipment used for preparation, fabrication, conveying, or erection and not incorporated into the work result. Products may be new, never before used, or re-used materials or equipment.

D. Provide: To furnish and install. E. Supply: Same as Furnish.

PART 2 PRODUCTS - NOT USED PART 3 EXECUTION - NOT USED

END OF SECTION


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SECTION 01 5610 NOISE CONTROL

PART 1 GENERAL 1.01 SECTION INCLUDES

A. Requirements for controlling noise levels resulting from construction activities.

1.02 SYSTEM DESCRIPTION A. The Contractor shall control the noise generated by his construction operations. B. Noise caused by construction activities shall not exceed the levels permitted by

applicable Federal, State or local regulations. C. All construction equipment powered by an internal combustion engine shall be

equipped with a properly maintained muffler. D. Air compressors shall be operated in accordance with the manufacturer's instructions

for proper noise abatement. E. Air powered equipment shall be fitted with pneumatic exhaust silencers. F. Stationary equipment powered by an internal combustion engine shall not be operated

within 150 feet of noise sensitive sites without temporary noise barriers placed between the equipment and the noise sensitive sites. Noise sensitive sites shall include residential buildings, motels, hotels, schools, churches, hospitals, nursing homes, libraries and public recreation areas. Temporary noise barriers shall be constructed of plywood or tongue and groove boards with a noise absorbent treatment on the interior surface (facing the equipment).

G. Unless otherwise permitted by the owner in times of an emergency, powered construction equipment shall not be operated before 7:00 am or after 5:00 pm.

H. Unless otherwise permitted by the owner in times of an emergency, driving, pulling or other operations entailing the use of vibratory hammers or use of vibratory compactor shall not be permitted before 8:00 am or after 5:00 pm within 100 feet of a noise sensitive site.

PART 2 - PRODUCTS 2.01 NOT USED PART 3 - EXECUTION 3.01 NOT USED

END OF SECTION


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SECTION 01 5620 DUST CONTROL


A. Requirements for controlling generation and dispersal of dust.

1.02 SYSTEM DESCRIPTION A. The Contractor shall conduct his operations and maintain the area of his activities so

as to minimize the creation and dispersion of dust. B. The Contractor shall sprinkle with water and calcium chloride to control dust in

unpaved streets, trench areas or excavation sites on a daily basis. C. Areas under immediate construction (including access roads and other affected areas)

will be swept clean and wet down sufficiently to lay dust at the end of each day. In addition, these areas will be wet down during non-working hours (including weekends) as often as required to keep the dust under control.

D. If, in the opinion of the Engineer, the Contractor is not maintaining adequate dust control, the Engineer will notify the Contractor who shall promptly provide whatever methods and means are necessary to bring the dust under control.

E. In the event of restricted water use in the municipality at the time of bid, the Contractor shall obtain, pay for and transport water from his own sources as required.

PART 2 – PRODUCTS 2.01 NOT USED PART 3 - EXECUTION 3.01 NOT USED

END OF SECTION


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SECTION 01 6000 PRODUCT REQUIREMENTS


A. Transportation, handling, storage and protection. B. Product option requirements. C. Substitution limitations. D. Maintenance materials, including extra materials, spare parts, tools, and software.

1.02 RELATED REQUIREMENTS A. Section 01 2500 - Substitution Procedures: Substitutions made during and after the

Bidding/Negotiation Phase.

1.03 SUBMITTALS A. Product Data Submittals: Submit manufacturer's standard published data. Mark each

copy to identify applicable products, models, options, and other data. Supplement manufacturers' standard data to provide information specific to this Project.

B. Shop Drawing Submittals: Prepared specifically for this Project; indicate utility and electrical characteristics, utility connection requirements, and location of utility outlets for service for functional equipment and appliances.

C. Sample Submittals: Illustrate functional and aesthetic characteristics of the product, with integral parts and attachment devices. Coordinate sample submittals for interfacing work. 1. For selection from standard finishes, submit samples of the full range of the

manufacturer's standard colors, textures, and patterns.

PART 2 PRODUCTS 2.01 NEW PRODUCTS

A. Provide new products unless specifically required or permitted by the Contract Documents.

B. Where all other criteria are met, Contractor shall give preference to products that: 1. If used on interior, have lower emissions, as defined in Section 01 6116. 2. If wet-applied, have lower VOC content, as defined in Section 01 6116.

2.02 PRODUCT OPTIONS A. Products Specified by Reference Standards or by Description Only: Use any product

meeting those standards or description. B. Products Specified by Naming One or More Manufacturers: Use a product of one of

the manufacturers named and meeting specifications, no options or substitutions allowed.


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C. Products Specified by Naming One or More Manufacturers with a Provision for Substitutions: Submit a request for substitution for any manufacturer not named.

2.03 MAINTENANCE MATERIALS

A. Furnish extra materials, spare parts, tools, and software of types and in quantities specified in individual specification sections.

B. Deliver to Project site; obtain receipt prior to final payment.

PART 3 EXECUTION 3.01 SUBSTITUTION LIMITATIONS

A. See Section 01 2500 - Substitution Procedures.

3.02 TRANSPORTATION AND HANDLING A. Package products for shipment in manner to prevent damage; for equipment, package

to avoid loss of factory calibration. B. If special precautions are required, attach instructions prominently and legibly on

outside of packaging. C. Coordinate schedule of product delivery to designated prepared areas in order to

minimize site storage time and potential damage to stored materials. D. Transport and handle products in accordance with manufacturer's instructions. E. Transport materials in covered trucks to prevent contamination of product and littering

of surrounding areas. F. Promptly inspect shipments to ensure that products comply with requirements,

quantities are correct, and products are undamaged. G. Provide equipment and personnel to handle products by methods to prevent soiling,

disfigurement, or damage, and to minimize handling. H. Arrange for the return of packing materials, such as wood pallets, where economically

feasible.

3.03 STORAGE AND PROTECTION A. Designate receiving/storage areas for incoming products so that they are delivered

according to installation schedule and placed convenient to work area in order to minimize waste due to excessive materials handling and misapplication.

B. Store and protect products in accordance with manufacturers' instructions. C. Store with seals and labels intact and legible. D. Store sensitive products in weather tight, climate controlled, enclosures in an

environment favorable to product. E. For exterior storage of fabricated products, place on sloped supports above ground.


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F. Protect products from damage or deterioration due to construction operations, weather, precipitation, humidity, temperature, sunlight and ultraviolet light, dirt, dust, and other contaminants.

G. Comply with manufacturer's warranty conditions, if any. H. Cover products subject to deterioration with impervious sheet covering. Provide

ventilation to prevent condensation and degradation of products. I. Prevent contact with material that may cause corrosion, discoloration, or staining. J. Provide equipment and personnel to store products by methods to prevent soiling,

disfigurement, or damage. K. Arrange storage of products to permit access for inspection. Periodically inspect to

verify products are undamaged and are maintained in acceptable condition.

END OF SECTION


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SECTION 02 000

MOBILIZATION PART 1 - GENERAL 1.01 SCOPE OF WORK

A. Mobilization of this project is intended to include the necessary preparatory work prior to beginning construction and following construction of tasks including movement of personnel, equipment, supplies and incidentals to the project site, establishment of on-site office and storage facilities, payment of bond and insurance premiums, establishment of temporary power and service facilities, including sanitation and water and any other work and operations which must be performed or costs which must be incurred incidental to beginning and ending work for this project.

B. All facilities and equipment which are established or brought to the worksite

shall be subject to the provisions of this section unless the Owner’s Engineer specifically provides otherwise in writing for a particular item or items. The Contractor shall be solely responsible for the adequacy, efficiency, use, protection, maintenance, repair and preservation of all facilities and equipment. The facilities and equipment covered by this section shall not be dismantled or removed from the work site prior to completion of the contract work without the authorization of the Owner’s Engineer.

C. All facilities and equipment on the work site shall be subject to the Owner's

right should the Contractor's ability to proceed be terminated. In addition, any encumbrance to take possession of and utilize the same for the purposes of completion of the work lien or other security interest on any such facilities or equipment shall be subordinate to the Owner's right to utilize all facilities and equipment to complete work under the contract.

D. It is anticipated that, in many cases, franchised utilities will not be available

for use. It shall be the responsibility of the Contractor to provide all temporary services as needed

PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION 3.01 PROCEDURES

A. Upon receipt of Notice to Proceed, Contractor shall initiate mobilization efforts. Contractor shall coordinate location of on-site offices and utility services with Owner’s Engineer and shall comply with access restrictions and other requirements.


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B. All facilities and temporary utilities shall be fully operational within 5 working days of commencement of on-site activity or as directed by Owner’s Engineer.

C. Upon completion of work at the site, all facilities shall be removed and utilities

disconnected within 5 working days of last activity. Working areas shall be cleaned of debris and restored to conditions occurring prior to construction or as directed by Owner’s Engineer.

END OF SECTION


02 016 - 1

SECTION 02 016

PROTECTING AND RELOCATING UTILITIES PART 1 - GENERAL 1.01 WORK INCLUDED

A. Furnish all labor, equipment and materials as required to locate and protect underground and above utilities.

B. Coordinate work with all other trades.

1.02 JOB CONDITIONS A. The location of existing utilities, ditches, conduits, and underground

structures shown on the plans are approximate only. B. The locations of above ground and underground facilities and structures have

been inferred from other records and are in no way guaranteed. Determination of actual location is Contractor’s sole responsibility.

C. Unless specified otherwise, the raising or lowering or relocation of portions of interfering utilities is the responsibility of the utility company or utility owner.

1.03 RELATED WORK A. Section 02200 – Earthwork

PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION 3.01 PREPARATION

A. Contact “Blue Stakes” at 811, 1-800-662-4111, or www.bluestakes.org to stake and mark the location of utilities within the project limits.

B. Contact other utility owners which “Blue Stakes” do not mark, to have them locate their facilities.

3.02 UTILITIES TO BE RELOCATED BY OTHERS A. Support and protect natural gas lines, telephone, electric, oil, television, water

lines, sanitary sewers, storm drains, etc., in those areas where these facilities parallel, cross over, or under the Work.

B. Notify the utility company so that arrangements can be made to protect or relocate the utility facility.

3.03 UTILITIES TO BE RELOCATED BY CONTRACTOR A. When installing a new water main next to an existing main the Contractor

shall take care to protect the existing line, including service laterals, valves, fittings, and thrust blocks. Obsolete water mains shall be abandoned in place after being disconnected and the openings plugged.


02 016 - 2

B. Notify affected property owners at least twenty-four (24) hours prior to interruption of service.

C. Do not interrupt service unless coordinated with utility companies and affected property owners for periods lasting longer than four (4) hours and in no case overnight.

D. Perform Specified utility relocations in accordance with standards and practices generally accepted for the utility being relocated.

3.04 REPAIR OF DAMAGED UTILITIES A. Report damages of utility lines to affected utility owner or utility company and

Engineer. B. Coordinate repairs through utility owner or utility company at no additional

cost to the Owner.

END OF SECTION


02 070 - 1

SECTION 02 070

RESTORATION OF IMPROVEMENTS PART 1 - GENERAL 1.01 DESCRIPTION OF WORK

It shall be the responsibility of the Contractor to reconstruct any and all existing improvements along the project unless the drawings or the Owner’s Engineer specifically state otherwise. Items to be reconstructed include but are not limited to the following: A. Relocation of mailboxes, street signs, water meters, and utility boxes as

required. B. Reconstruction of existing fences in kind, including posts, wires, concrete

curb walls, rails, slats, gates, etc. C. Relocation of existing trees, and shrubbery as indicated. D. Reconstruction of improvements damaged during the construction of the

project.

1.02 PROTECTION Ensure safe passage of persons around area of reconstruction. Conduct operations to prevent injury to adjacent buildings, structures, other facilities and improvements, and persons. Provide flaggers, barricades, warning lights, etc., as required to properly identify construction areas.

1.03 DAMAGES Promptly repair damages caused to adjacent facilities by reconstruction operations at no cost to the owner of damaged facilities. Proper care shall be taken to retain and protect all items specifically labeled as being retained and protected.

1.04 UTILITY SERVICE DISRUPTION The contractor shall notify and receive approval from the appropriate utility company and affected property owners at least 24 hours in advance of all requited disruption of services.

1.05 CONSTRUCTION CONSIDERATIONS The Contractor shall be considerate of the adjacent property owners during construction. Disruptions to services and property access ways shall be minimized. Clean-up of construction areas shall be performed daily. Storage of Contractor owned equipment shall not be allowed on private property without written permission of property owners. All construction debris shall be removed from the job site and disposed of in a safe and lawful manner.

1.06 DOCUMENTATION OF EXISTING IMPROVEMENTS It shall be the responsibility of the Contractor to properly document the state and dimensions of existing improvements that are to be reconstructed prior to removal of


02 070 - 2

that improvement. This may be done through the means of photographs, sketches, detailed drawings, or written text.

PART 2 - PRODUCTS

2.01 SALVAGEABLE ITEMS Insofar as it is practicable, existing improvements should be salvaged and reused during reconstruction operations. It is the intent to replace in kind all existing improvements to be reconstructed.

2.02 NON-SALVAGEABLE ITEMS When it is not practical or safe to reuse existing materials the Contractor shall supply new materials that match existing or adjacent improvements. All new material must be approved by the individual property owners and the Owner before they are used for reconstruction purposes.

PART 3 - EXECUTION

3.01 GENERAL All items to be reconstructed shall be reconstructed to match the original improvements and to the satisfaction of the affected property owners. Workmanship and quality of materials shall meet or exceed industry standards for the items being reconstructed.

3.02 TREES AND SHRUBS Care shall be taken when removing existing trees to avoid damaging the root system. Excavate pits, beds and trenches with vertical sides and with bottom of excavation slightly raised at center to provide drainage. Set root balls on a layer of compacted planting soil mixture, plumb and in center of pit or trench with top of ball at same elevation as adjacent finished landscape grades. Backfill in layers and work each layer to settle backfill and eliminate voids and air pockets. Guy and stake trees and shrubs immediately after planting. The Contractor shall be responsible to water and maintain trees and shrubs relocated until project close-out.

END OF SECTION


02 200 - 1

SECTION 02 200

EARTHWORK

PART 1 - GENERAL 1.01 THE REQUIREMENT

The Work of this Section includes all earthwork required for construction of the Work. Earthwork shall include, but not be limited to the loosening, removing, loading, transporting, depositing and compacting in its final location of all materials wet and dry, as required for the purposes of completing the work specified in the Contract Documents which shall include, but not be limited to, the furnishing, placing and removing of sheeting and bracing necessary to safely support the sides of all excavation; all pumping, ditching, draining and other required measures for the removal or exclusion of water from the excavation; the supporting of structures above and below the ground; all backfilling around structures and all backfilling of trenches and pits; the disposal of excess excavated materials; borrow of materials to make up deficiencies for fills; and all other incidental earthwork, all in accordance with the requirements of the Contract Documents.

1.02 REFERENCE SPECIFICATION, CODES AND STANDARDS A. Codes: All codes, as referenced herein, are specified in sections of the

technical specifications. B. Commercial Standards:

AASHTO T 088 13 Method of Test for Particle Size Analysis of Soils ASTM D 1557 Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Modified Effort. ASTM D 1556 Test Method for Density and Unit Weight of Soil in Place

by the Sand-Cone Method. ASTM D 2419 Test Method for Sand Equivalent Value of Soils and Fine

Aggregate. ASTM D 2487 Classification of Soils for Engineering Purposes. ASTM D 6938 Standard Test Methods for Density for In - Place Density

and Water Content of Soil and Soil Aggregate by Nuclear Methods (Shallow Depth).

ASTM D 4253 Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table.

ASTM D 4254 Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density.

1.03 QUALITY ASSURANCE

A. General: All soils testing will be done by an independent testing laboratory at the Owner’s or Contractor’s expense as described in the Technical Specifications Section 01010 Summary Scope of Work. Where tests of fill or backfill show non-compliance with the required density, the Contractor shall accomplish such remedy as may be required to ensure compliance. Subsequent testing to show compliance shall be by the testing laboratory selected by the Owner, but shall be at the Contractor's expense.


02 200 - 2

B. Where soil material is required to be compacted to a percentage of maximum density, the maximum density at optimum moisture content will be determined in accordance with ASTM D 1557. Where cohesion less free draining soil material is required to be compacted to a percentage of relative density, the calculation of relative density will be determined in accordance with ASTM D 4253 and D 4254. Field density in-place tests will be performed in accordance with ASTM D 1556, or ASTM D 6938.

C. Particle size analysis will be performed using AASHTO T 088 13. D. The sand equivalent value will be performed using ASTM D 2419. E. References in these specifications to soil classification types and standards

shall be as set forth in unified soil classification system, ASTM D 2487.

PART 2 - PRODUCTS

2.01 GENERAL FILL, BACKFILL AND EMBANKMENT MATERIAL REQUIREMENTS A. Fill, backfill, and embankment materials shall be selected or processed clean,

fine earth, rock or sand free from grass, roots, brush or other vegetation. Materials for fill, backfill and embankments that are classified under ASTM D 2487 as Pt, OH, CH, MH or OL are herein defined as unsuitable and shall not be used in the Work. Materials which cannot be compacted to achieve the required percentage of maximum density for the intended use shall not be used in the Work.

B. Fill and backfill materials to be placed within 6-inches of any structure shall be free of rocks having a maximum dimension larger than 3-inches. Materials to be placed within 6-inches of any pipe or electrical conduit or conduit bank shall be free of rocks having maximum dimension larger than the type of material specified for the particular use under paragraph 2.02 herein.

C. Fill and backfill materials may be obtained from on-site excavations may be processed from on-site materials or may be imported. If imported materials are required to meet the requirements of these specifications or to meet the quantity requirements of the project the Contractor shall provide the imported materials at no additional expense to the Owner unless a unit price item is included for imported materials in the bidding schedule.

2.02 SPECIFIC FILL AND BACKFILL MATERIAL REQUIREMENTS

A. The following types of select fill or backfill materials are defined as follows: Type A. Crushed rock aggregate base course material as specified below.

At the option of the Contractor the grading for either the 1-1/2-inch maximum size or 3/4-inch maximum size shall be used. The sand equivalent valve shall not be less than 22 and the material shall meet the following gradation requirements:

1-1/2 inch Gradation

Sieve Size Percentage Passing

Tolerance

1-1/2-inch 100 0 3/4-inch 86 +5 1/2-inch 72 +5


02 200 - 3

No. 4 48 +5 No. 16 26 +3

No. 200 8 +2

3/4 inch Gradation Sieve Size Percentage

Passing Tolerance

3/4-inch 100 0 1/2-inch 85 +7

No. 4 61 +6 No. 16 33 +5

No. 200 9 +2

Type B. Drain rock shall be crushed rock or gravel, durable and free from slaking or decomposition under the action alternate wetting or drying. The material shall be uniformly graded and have a sand equivalent value not less than 75.


1-inch 100 3/4-inch 90-100 3/8-inch 40-100

No. 4 25-40 No. 8 18-33

No. 30 5-15 No. 50 0-7

No. 200 0-3

Type C. Select bedding and backfill material for coal tar enamel coated pipe, polyethylene encased pipe, tape wrapped pipe, HDPE or PVC pipe shall be crushed rock or gravel, durable and free from slaking or decomposition under action of alternate wetting and drying. The material shall be uniformly graded and shall meet the following gradation requirements:


1-inch 100 3/4-inch 90-100 1/2-inch 30-60 3/8-inch 0-20

No. 4 0-5

All materials considered as suitable for fill and backfill obtained from the required excavation meeting the requirements of paragraph 2.01 herein.


02 200 - 4

PART 3 - EXECUTION

3.01 STRUCTURE, ROADWAY AND EMBANKMENT EXCAVATION A. Excavations shall include the removal of all materials of whatever nature

encountered including removal or relocation of all obstructions that would interfere with the proper execution of the Work. The removal of said materials shall conform to the lines and grades shown on the plans or ordered by the Engineer. The Contractor shall furnish, place and maintain all supports and shoring that may be required for safety of excavations and protection of adjacent structures and all pumping, ditching or other measures necessary for the removal or exclusion of water, including taking care of storm water, groundwater and wastewater reaching the site of the Work from any source so as to prevent damage to the Work or adjoining property. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926).

B. Excavations beneath structures shall be carried to the grades shown or specified. Over-excavations ordered by the Engineer that are not shown or specified and the resulting backfill will be paid for under a separate unit price bid item if such bid item has been established, otherwise payment will be made in accordance with a negotiated price. After the required excavation or over-excavation has been completed the exposed surface shall be scarified to a depth of 6-inches, brought to optimum moisture content and rolled with heavy compaction equipment to obtain ninety percent (90%) of maximum density.

C. Excavation under roadways and areas to be paved shall extend to the bottom of the aggregate base. After the required excavation has been completed the exposed surface shall be scarified brought to optimum moisture content and rolled with heavy compaction equipment to obtain ninety-five percent (95%) of maximum density.

D. The subgrade area beneath embankments shall be excavated to remove the top 8-inches of native or topsoil material. Where the subgrade is sloped the excavation shall be benched.

E. The Contractor shall keep separate and stockpile from required excavations all topsoil consisting of the top 8-inches of native material. The Contractor shall place and grade this topsoil material as the top 6-inches on areas requiring landscaping, if applicable, to the extent it remains available.

F. The Contractor shall notify the Owner’s Engineer of the completion of any structural excavation and shall allow the Owner’s Engineer at least 24-hours review period before the exposed foundation is scarified and compacted or is covered with any structural backfill materials.

G. The Contractor shall remove and dispose of all excess excavated material at a site selected by the Contractor and reviewed by the Owner’s Engineer.

3.02 PIPELINE AND UTILITY TRENCH EXCAVATION

A. Unless otherwise shown or ordered, excavation for pipelines and utilities shall be open-cut trenches. The bottom of the trench shall have a minimum width equal to the outside diameter of the pipe plus 16-inches and a maximum width equal to the outside diameter of the pipe plus 24-inches. Trenches for


02 200 - 5

pipelines smaller than 8-inches shall be excavated uniformly to the grade of the bottom of the pipe. Trenches for pipelines 8 inches and larger, unless otherwise ordered by the Owner’s Engineer, shall be excavated uniformly to the grade 12-inches below the grade of the outside bottom of the pipe. The over-excavation shall be replaced with gravel bedding material as specified herein for the particular type of pipe being installed. The pipe bedding shall be compacted by mechanical means suitable to the Owner’s Engineer to eighty-five percent (85%) of relative density. The trench bottom shall be uniformly graded so that each pipe section when first laid will be continually in contact with the bedding along the entire length of the pipe.

B. The maximum amount of open trench permitted in any one location shall be the length necessary to accommodate the amount of pipe installed and backfilled in a single day. The Contractor shall make every reasonable effort to backfill all trenches at the end of each day. When this is not possible, barricades with warning lights meeting OSHA requirements shall be provided, set and maintained.

C. All pipeline and utility trench excavations shall be kept reasonably free from excess water during excavation, fine grading, pipe laying, and backfilling operations. Ground water shall be lowered to the extent necessary to keep the trench free from water and the trench bottom stable when the work within the trench is in progress. The Contractor shall provide and maintain at all times during construction ample means and equipment with which to properly and promptly remove and dispose of all water entering the excavation or other parts of the Work whether the water be surface water or underground water. The Contractor shall dispose of the water from the Work site in a suitable manner without damage to adjacent property.

D. When ordered by the Engineer, whether indicated on the Drawings or not, trenches shall be over-excavated beyond the depth shown or specified. Such over-excavation shall be to the depth ordered. The trench shall then be backfilled to the grad required. When the over excavation ordered by the Owner’s Engineer is 4-inches or greater below the limits shown, additional payment will be made to the Contractor for that portion of the Work which is located below said 4-inch distance. Said additional payment will be made under separate unit price bid items for over-excavation and bedding if such bid items have been established, otherwise payment will be made in accordance with a negotiated price.

E. The Contractor shall remove and dispose of all excess excavated material at a site selected by the Contractor and reviewed by the Owner’s Engineer.

3.03 PIPE AND UTILITY TRENCH BACKFILL

A. Backfill material shall not be dropped directly on the pipe or utility conduit. B. Except for drain rock materials being placed in over-excavated areas of the

trench for dewatering purposes backfill shall be placed after all water is removed from the excavation.

C. The pipe zone is defined as that portion of the vertical trench cross-section lying between 12-inches below the bottom of the pipe (trench subgrade) and 12-inches above the top surface of the pipe. The pipe zone shall be backfilled with the material specified herein for the particular type of pipe.


02 200 - 6

D. After the pipe zone backfill has been placed and inspected by the Owner’s Engineer, the trench zone backfilling may proceed. The trench zone is that portion of the vertical trench cross-section lying between 6-inches above the top surface of the pipe and finished surface grade. The trench zone backfill may be suitable material from required excavations except where under paved areas, sidewalks, pipelines, utilities and structures. The entire trench zone shall be backfilled using select material as specified herein.

E. Pipe-zone and utility trench backfill material shall be spread and compacted in layers not to exceed 6-inches in thickness. Compaction shall be achieved using mechanical equipment. Flooding, ponding or jetting shall not be used for compaction unless otherwise approved by the Owner’s Engineer. Pipe zone backfill material shall be manually spread around the pipe so that when compacted the pipe zone backfill will provide uniform bearing and side support. Piping shall be protected from lateral displacement and possible damage resulting from impact or unbalanced loading during backfill operations. Trench zone backfill material shall be uniformly spread and mechanically compacted in layers not to exceed 12-inches in thickness. Moisture content shall be uniformly adjusted by wetting or drying as necessary.

F. Pipe zone including bedding compaction requirements shall be ninety-five percent (95%) of maximum density or eighty-five percent (85%) at relative density whichever is applicable.

G. Trench zone backfill using required excavated material shall be not less than eighty-five (85%) of maximum density except under paved areas, sidewalks, pipelines, utilities and structures which shall not be less than ninety-five percent (95%) of maximum density.

H. Aggregate base course materials shall be placed and compacted to not less than ninety-five percent (95%) of maximum density.

3.04 BACKFILL BENEATH STRUCTURES

A. All structures shall be constructed on imported, select, granular backfill as specified and of the thickness shown on the plans. Where a thickness is not specified it shall be at least 12-inches. Material shall be placed in layers not to exceed 8-inches. Compaction shall be ninety-five percent (95%) of maximum density or eighty-five percent (85%) of relative density, whichever is applicable. Where granular backfill under footings encases an underdrain piping system or has a thickness of 18-inches or greater or where shown on the Drawings, a layer of soil stabilization fabric shall be placed under the first horizontal layer of granular backfill. Soil stabilizer fabric shall be Mirafi 600x or equal.

B. Except for drain rock materials being placed in over-excavated areas for dewatering purposes backfill shall be placed after all water is removed from the excavation..

3.05 BACKFILL ON AND AROUND STRUCTURES

A. All backfill on and around structures shall be placed to the finish lines and grades shown on the plans. After foundation and walls are cured and other construction below the final grade is completed and prior to backfill all forms


02 200 - 7

shall be removed and the excavation shall be cleaned of all trash and debris. Where the backfill will be under a part of the structure the backfill material shall be select granular backfill. Materials in all other areas may consist of suitable excavated materials. Backfill material shall not include concrete brick, broken masonry, metal, rock, wood or soft, unstable materials that do not compact readily by tamping or rolling.

B. Backfill shall be placed in horizontal layers not to exceed 8-inches in thickness measured before compaction. The backfill shall be brought up evenly with each layer being moistened to near the optimum moisture content and compacted by mechanical means to ninety-five percent (95%) of maximum density beneath areas having pavement, concrete walks, steps, landings, piping, utility conduits and to ninety percent (90%) of maximum density in other areas.

C. Backfill shall not be dropped directly on or against any structure. Backfill shall not be placed around or upon any structure until the concrete has attained the required strength to support the loads imposed. Backfill around water retaining structures shall not be placed until the structures have been tested for leaks and the structures are full of water while the backfill is being placed.

D. Equipment weighing more than 10,000 pounds shall not be used closer to walls than a horizontal distance equal to the depth of the fill at that time. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations or may cause damage to the structure.

3.06 DEWATERING

A. Prevent surface water and subsurface or ground water from flowing into trenches and excavations and from flooding project site and surrounding area. 1. The Contractor shall investigate site and submit a dewatering plan to

the engineer for review 2. The existing drain system may be used for discharging ground water. 3. Do not allow water to accumulate in excavations. Remove water to

prevent softening of foundation bottoms, undercutting footings, and soil changes detrimental to stability of subgrades and foundations. Provide and maintain pumps, well point, sumps, suction and discharge lines, and other dewatering system components necessary to convey water away from excavations.

4. Establish and maintain temporary drainage ditches and other diversions outside excavation limits to convey rainwater and water removed from excavations to collecting or runoff areas. Do not use trench excavations as temporary drainage ditches.

END OF SECTION


02 259 - 1

SECTION 02 259

FINISH GRADING

PART 1 – GENERAL

1.01 WORK INCLUDED

A. Provide all labor, materials, services and equipment indicated on the Drawings and/or herein specified to complete all Finish Grading Work.

B. Finish grading shall consist of the final grading and shaping of all areas, except those areas under pavements, slabs and structures, to conform to lines, elevations and shapes as indicated on the Drawings.

C. Revegetation of all cleared or stripped areas disturbed by construction activities.

1.02 DEFINITIONS

A. Subgrade: Subgrade shall mean surfaces upon which additional specified materials are to be placed, prepared or constructed.

B. Rough Grading: Rough grading shall mean the act that includes the spreading or placement of specified materials to the tolerances defined as final rough grade.

C. Final Rough Grade: Final rough grade shall mean the establishment of grades to a one (1) foot plus or minus tolerance of grades required to accomplish the work described in other sections of the specifications on the drawings (i.e. landscape work, finish grading, concrete work, asphalt work, etc.).

D. Finish Grading: Finish grading shall mean the act that includes the spreading or placement of specified materials to establish the tolerances defined as final finish grade.

E. Final Finish Grade: Final finish grade shall mean the establishment of grades to a plus or minus tolerance of final grades as indicated on drawings. Tolerances are specified in applicable sections of the specifications (i.e. concrete, asphalt, finish grading, etc.).

1.03 RELATED WORK

A. Division 01 - General Requirements.

1.04 SUBMITTALS A. Topsoil shall be subject to inspection and approval at the source of supply or

upon delivery.

1.05 QUALITY ASSURANCE A. All spot elevations to be staked for verification and approval by the Engineer. B. Finish grade tolerance shall be within plus or minus 0.15 foot of final grades

indicated on drawings.


02 259 - 2

C. Finished grades shall conform to shapes, spot elevations and contours, as indicated on drawings, with uniform levels or slopes between finished elevations or between finished elevations and existing elevations.

D. Testing and Inspection Service: Contractor will engage a soil testing service for quality control testing during finish grading operations. All testing will be coordinated with Engineer and his inspector. Level of testing is specified in the Section 01010 – Summary Scope of Work.

PART 2 – PRODUCTS

2.01 IMPORTED FILL MATERIALS

A. As required in Section 02200 – Earthwork.

2.02 TOPSOIL A. Topsoil shall be fertile, friable, natural loam and shall be capable of sustaining

vigorous plant growth. Topsoil shall be approved native soils stripped from the site prior to excavation. It shall be free of stones, lumps, clods of hard earth, plants or their roots, sticks and other extraneous matter. The soil shall contain no noxious weeds or their seeds. It shall not be used for planting operation while in a frozen or muddy condition.

PART 3 – EXECUTION 3.01 GENERAL

A. Conduct work in an orderly manner and so as to not create a nuisance. Dirt shall not be permitted to accumulate on streets or sidewalks and is not to be washed into storm sewers.

B. Finished grades shall be established using materials as specified. C. Finish grade tolerance shall be within plus or minus 0.15 foot of final grades

indicated on drawings. D. Finished grades shall conform to shapes, spot elevations and contours, as

indicated on drawings, with uniform levels or slopes between finished elevations and existing elevations.

E. Finished grades shall be established to provide after settling, adequate drainage in a uniform way so no water pockets or ridges will be created.

3.02 FINISH GRADING A. Fine grade all landscaped areas to a smooth, loose and uniform surface. B. Finish grades of all landscaped areas shall be established with topsoil

material, as specified and spread to a depth of two (2) inches. C. Contractor is responsible to spread excess excavated soil material from plant

pits in surrounding planting beds. D. Finished grade of planting areas shall be one (1) inch below top of curb,

walls, concrete slabs, and mow strips or redwood headers.

END OF SECTION


02 513 - 1

SECTION 02 513

ASPHALT CONCRETE PAVING

PART 1 - GENERAL

1.01 RELATED DOCUMENTS Drawings and general provisions of the Contract, including General and Supplemental General Conditions and Division 1 – General Requirements sections, apply to work of this section.

1.02 DESCRIPTION OF WORK Extent of asphalt concrete paving work is shown on drawings.

1.03 JOB CONDITIONS A. Weather Limitations: Apply tack coats when ambient temperature is above

50F (10C), and when temperature has not been below 35F (1C) for 12 hours immediately prior to application. Do not apply when base is wet or contains an excess of moisture.

B. Construct asphalt concrete surface course when the temperature of the air or roadbed is 50F or greater. Do not pave on a rainy day, when base is wet, or other unfavorable condition as determined by the Engineer.

C. Grade Control: Establish and maintain required lines and elevations.

PART 2 – PRODUCTS

2.01 MATERIALS A. General: Use locally available materials and gradations which exhibit a

satisfactory record of previous installations. B. Base Course Aggregate: Sound, angular crushed stone, crushed gravel, or

crushed slag, stone or slag screenings. See Section 02200-Earthwork. C. Surface Course Aggregate: Crushed stone, crushed gravel, crushed slag,

and sharp-edged natural sand. D. Asphalt Cement: Comply with AASHTO M-226 (ASTM D-3381).

2.02 ASPHALT-AGGREGATE MIXTURES A. ½ Inch Gradation Mix

Provide asphalt-aggregate mixture as approved by OWNER and ENGINEER meeting the following gradation:

Sieve Size Percent Passing Gradation Tolerance ½ Inch 100 0 No. 4 70 15

No. 16 31 7 No. 50 15 6

No. 200 6 2

B. ¾ Inch Gradation Mix


02 513 - 2

Provide asphalt-aggregate mixture as approved by OWNER and ENGINEER meeting the following gradation:

Sieve Size Percent Passing Gradation Tolerance ¾ Inch 100 0

3/8 Inch 80 11 No. 4 50 8

No. 16 24 7 No. 50 15 6

No. 200 6 2

2.03 PERFORMANCE GRADED ASPHALT BINDER (PGAB) A. Supply PGABs under the Approved Supplier Certification (ASC) System.

Refer to the UDOT Quality Management Plan Section 509, Asphalt Binder. B. Refer to AASHTO M 320 for all PGABs having algebraic differences less than

92 degrees between the high and low design temperatures. C. Refer to AASHTO M 320 modified by Tables 1, 2, 3, 4, 5, 6, 7, and 8 for all

PGABs having algebraic differences equal to or greater than 92 degrees between the high and low design temperatures.

Table 1

PG58-34 Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 58 C, G*, kPa @ 58 C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135 C, Pa.s Flash Point, AASHTO T 48 C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 58 C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 16 C, kPa Bending Beam Rheometer, AASHTO T 313 @ -24 C, S, MPa @ -24 C, m-value Direct Tension Test, AASHTO T 314 @ -24 C, Failure Strain, % @ -24 C, Failure Stress (b), MPa

1.30 Min. 74.0 Max. 3 Max. 260 Min. 2.20 Min. 65 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min.

4.0 Min.

(a) Modify paragraph 4.5 as follows: Stop the ductilometer after 20 cm has been reached and within 2 seconds. Sever the specimen at its center with a pair of scissors.

(b) No allowances will be given for passing at a colder grade.

Table 2 PG64-28

Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 64 C, G*, kPa @ 64 C, phase angle, degrees

1.30 Min. 74.0 Max. 3 Max.


02 513 - 3

Rotational Viscometer, AASHTO T 316 @ 135 C, Pa.s Flash Point, AASHTO T 48 C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 64 C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 22 C, kPa Bending Beam Rheometer, AASHTO T 313 @ -18 C, S, MPa @ -18 C, m-value Direct Tension Test, AASHTO T 314 @ -18 C, Failure Strain, % @ -18 C, Failure Stress (b), MPa

260 Min. 2.20 Min. 65 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min.

4.0 Min.



Table 3 PG64-34

Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 64 C, G*, kPa @ 64 C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135 C, Pa.s Flash Point, AASHTO T 48 C RTFO Residue, AASHTO T-240 Dynamic Shear Rheometer, AASHTO T 315 @ 64 C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 19 C, kPa Bending Beam Rheometer, AASHTO T 313 @ -24 C, S, MPa @ -24 C, m-value Direct Tension Test, AASHTO T 314 @ -24 C, Failure Strain, % @ -24 C, Failure Stress (b), MPa


4.0 Min.



Table 4 PG70-22

Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 70 C, G*, kPa @ 70 C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135 C, Pa.s Flash Point, AASHTO T 48 C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @70C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) %

1.30 Min. 74.0 Max. 3 Max. 260 Min. 2.20 Min. 65 Min.


02 513 - 4

PAV Residue, 20 hours, 2.10 MPa, 100 C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 28 C, kPa Bending Beam Rheometer, AASHTO T 313 @ -12 C, S, MPa @ -12 C, m-value Direct Tension Test, AASHTO T 314 @ -12 C, Failure Strain, % @ -12 C, Failure Stress (b), MPa

5,000 Max. 300 Max. 0.300 Min. 1.5 Min.

4.0 Min.



Table 5 PG70-28

Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 70 C, G*, kPa @ 70 C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135 C, Pa.s Flash Point, AASHTO T 48 C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 70 C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 25 C, kPa Bending Beam Rheometer, AASHTO T 313 @ -18 C, S, MPa @ -18 C, m-value Direct Tension Test, AASHTO T 314 @ -18 C, Failure Strain, % @ -18 C, Failure Stress (b), MPa


4.0 Min.



Table 6 PG70-34

Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 70 C, G*, kPa @ 70 C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135 C, Pa.s Flash Point, AASHTO T 48 C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 70 C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 22 C, kPa Bending Beam Rheometer, AASHTO T 313 @ -24 C, S, MPa @ -24 C, m-value



02 513 - 5

Direct Tension Test, AASHTO T 314 @ -24 C, Failure Strain, % @ -24 C, Failure Stress (b), MPa

4.0 Min.



Table 7 PG76-22

Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 76 C, G*, kPa @ 76 C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135 C, Pa.s Flash Point, AASHTO T 48 C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 76 C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 31C, kPa Bending Beam Rheometer, AASHTO T 313 @ -12 C, S, MPa @ -12 C, m-value Direct Tension Test, AASHTO T 314 @ -12 C, Failure Strain, % @ -12 C, Failure Stress (b), MPa


4.0 Min.



Table 8 PG76-28

Original Binder Dynamic Shear Rheometer, AASHTO T 315 @ 76 C, G*, kPa @ 76 C, phase angle, degrees Rotational Viscometer, AASHTO T 316 @ 135 C, Pa.s Flash Point, AASHTO T 48 C RTFO Residue, AASHTO T 240 Dynamic Shear Rheometer, AASHTO T 315 @ 76 C, G*/sinδ, kPa Elastic Recovery, AASHTO T 301 mod (a) % PAV Residue, 20 hours, 2.10 MPa, 100 C, AASHTO R 28 Dynamic Shear Rheometer, AASHTO T 315 @ 28 C, kPa Bending Beam Rheometer, AASHTO T 313 @ -18 C, S, MPa @ -18 C, m-value Direct Tension Test, AASHTO T 314 @ -18 C, Failure Strain, %

@ -18 C, Failure Stress (b), MPa

1.30 Min. 71. 0 Max. 3 Max. 260 Min. 2.20 Min. 75 Min. 5,000 Max. 300 Max. 0.300 Min. 1.5 Min.

4.0 Min.




02 513 - 6

2.04 ASPHALTIC CEMENT, LIQUID ASPHALTS, AND REJUVENATING AGENTS A. Refer to AASHTO M 226, Table 2 with the following modifications:

1. Delete and replace ductility at 77 degrees F (25 degrees C) with ductility at 39.2 degrees F (4 degrees C) using the values specified below.

AC - 2.5 AC - 5 AC - 10 AC - 20 50+ 25+ 15+ 5+

B. Cationic and Anionic Emulsified Asphalt 1. All standard Slow Setting (SS, CSS), Quick Setting (QS, CQS)

Medium Setting (MS, CMS), and Rapid Setting (RS, CRS) grades including all High-Float designations (HF).

2. Supply under the Approved Supplier Certification System (ASC). 3. Refer to and meet AASHTO M 208 and M 140.

C. Meet the requirements of one of these tables: 1. Table 9 – Cationic Rapid Setting Emulsified Polymerized Asphalt

(CRS-2P) 2. Table 10 – Latex Modified Cationic Rapid Setting Emulsified Asphalt

(LMCRS-2) 3. Table 11 – Cationic Medium Setting Emulsified Asphalt (CMS-2S) 4. Table 12 – High Float Medium Setting Emulsified Asphalt (HFMS-2) 5. Table 13 – High Float Medium Setting Emulsified Polymerized Asphalt

(HFMS-2P) 6. Table 14 – High Float Medium Setting Emulsified Polymerized Asphalt

(HFMS-2SP) 7. Table 15 – High Float Rapid Setting Emulsified Polymerized Asphalt

(HFRS-2P). 8. Table 16 – Setting Cationic Rapid Emulsified Asphalt (CRS-2A, B)

D. Curing Cut-Back Asphalt 1. Refer to specification ASTM D 2026 for slow curing (SC). 2. Refer to specification AASHTO M 82 for medium curing (MC). 3. Refer to specification AASHTO M 81 for rapid curing (RC).

E. Meet the requirements for Emulsified Asphalt Pavement Rejuvenating Agent: 1. Table 17 – Type A 2. Table 18 – Type B 3. Table 19 – Type B Modified 4. Table 20 – Type C 5. Table 21 – Type D

Table 9

Cationic Rapid Setting Emulsified Polymerized Asphalt (CRS-2P) Tests Test Method Min. Max.

Emulsion Viscosity , SF, 140º F (60º C), s (Project-site Acceptance/Rejection Limits)

AASHTO T 59 100 400

Settlement (a) 5 days, percent AASHTO T 59 5 Storage Stability Test (b) 1 d, 24 h, percent AASHTO T 59


02 513 - 7

Demulsibility (c) 35 ml, 0.8% sodium dioctyl Sulfosucinate, percent

AASHTO T 59 40

Particle Charge Test AASHTO T 59 Positive Sieve Test, percent AASHTO T 59 0.10 Distillation Oil distillate, by volume of emulsion, percent 0 Residue (d), percent 68 Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 80 150 Ductility, 39.2º F (4º C), 5 cm/min, cm Toughness, lb-in Tenacity, lb-in

AASHTO T 51 ASTM D 5801 ASTM D 5801

35 75 50

Solubility in trichloroethylene, percent AASHTO T 44 97.5 The test requirement for settlement may be waived when the emulsified asphalt is used in less than five days or the purchaser may require that the settlement test be run from the time the sample is received until it is used, if the elapsed time is less than five days. (b) The 24-hour (1-day) storage stability test may be used instead of the five day settlement test. (c) The demulsibility test is made within 30 days from date of shipment. (d) Distillation is determined by AASHTO T 59 with modifications to include a 350 ± 5º F (177 ± 3º C) maximum temperature to be held for 15 minutes. Modify the asphalt cement before emulsification.

Table 10

Latex Modified Cationic Rapid Setting Emulsified Asphalt (LMCRS-2) Tests Test Method Min. Max.

Emulsion Viscosity, SF, 122º F (50º C), s (Project Site Acceptance/Rejection Limits)

AASHTO T 59 140 400

Settlement (a) 5 days, percent AASHTO T 59 5 Storage Stability Test (b) 1 d, 24 h, percent AASHTO T 59 1 Demulsibility (c) 35 ml, 0.8% sodium Dioctyl Sulfosucinate, percent

AASHTO T 59 40

Particle Charge Test AASHTO T 59 Positive Sieve Test, percent AASHTO T 59 0.3 Distillation Oil distillate, by volume of emulsion, percent 0 Residue (d), percent 65 Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 40 200 Torsional Recovery (e) 18


02 513 - 8

(a) The test requirement for settlement may be waived when the emulsified asphalt is used in less than a five-day time; or the purchaser may require that the settlement test be run from the time the sample is received until it is used, if the elapsed time is less than 5 days. (b) May use the 24-hour (1-day) storage stability test instead of the five-day settlement test. (c) Make the demulsibility test within 30 days from date of shipment. (d) Determine distillation by AASHTO T 59, with modifications to include a 350 ± 5ºF (177±3ºC) maximum temperature to be held for 15 minutes. (e) CA 332 (California Test Method) Co-mill latex and asphalt during emulsification

Table 11

Cationic Medium Setting Emulsified Asphalt (CMS-2S) Tests Test Method Specification

Emulsion Viscosity, SF, 122º F (50º C), s AASHTO T 59 50 - 450 Percent residue AASHTO T 59 60 min Storage Stability Test, 1d, 24h, percent AASHTO T 59 1 max Sieve, percent AASHTO T 59 0.10 max Particle charge AASHTO T 59 Positive Oil Distillate, percent by volume of emulsion AASHTO T 59 5-15 Residue Penetration, 77º F (25º C), 100g, 5 sec, dmm AASHTO T 59 100-250 Solubility, percent AASHTO T 59 97.5 min.

Table 12

High Float Medium Setting Emulsified Asphalt ( HFMS-2) Tests Test Method Min. Max.

Emulsion Viscosity, SF, 122 F (50 C), s (Project Site Acceptance/Rejection Limits AASHTO T 59 70 300

Storage Stability Test, 1d, 24 h, percent AASHTO T 59 1.0 Sieve Test , percent AASHTO T 59 0.1 Distillation AASHTO T 59 Oil Distillate, by volume of emulsion, percent AASHTO T 59 NA NA Residue, percent AASHTO T 59 65 Residue from Distillation Test Penetration, 77 F (25 C), 100g, 5 s, dmm AASHTO T 49 50 200 Float Test, 140 F (60 C), s AASHTO T 50 1,200 Solubility in Trichloroethylene, percent AASHTO T 44 97.5 Ductility, 77 F (25 C) 5cm/min, cm AASHTO T 51 40

Table 13

High Float Medium Setting Emulsified Polymerized Asphalt (HFMS-2P) (a) Tests Test method Min. Max.

Emulsion


02 513 - 9

Viscosity, SF, 122º F (50º C), s (Project Site Acceptance/Rejection Limits) AASHTO T 59 100 450

Storage Stability Test, 1 d, 24 h, percent AASHTO T 59 1.0 Sieve Test, percent AASHTO T 59 0.1 Distillation Oil distillate, by volume of emulsion, percent AASHTO T 59 7 Residue (b), percent AASHTO T 59 65

Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 70 300 Float Test, 140º F (60º C), s AASHTO T 50 1,200 Solubility in trichloroethylene, percent AASHTO T 44 97.5 Elastic Recovery, 77º F (25º C), percent AASHTO T 301 50 (a) Supply an HFMS-2P (anionic, polymerized, high-float) as an emulsified blend of

polymerized asphalt cement, water, and emulsifiers. Polymerize the asphalt cement with at least 3.0% polymer by weight of the asphalt cement before emulsification. The emulsion must be smooth and homogeneous throughout with no white, milky separation, pumpable, and suitable for application through a distributor after standing undisturbed for at least 24 hours.

(b) Determine the distillation by AASHTO T 59, with modifications to include a 350 ± 5º F (177 ± 3º C) maximum temperature to be held for 15 minutes.

Table 14

High Float Medium Setting Emulsified Polymerized Asphalt (HFMS-2SP) (a) Tests Test method Min. Max.

Emulsion Viscosity, SF, 122º F (50º C), s (Project Site Acceptance/Rejection Limits) AASHTO T 59 50 450

Storage Stability Test, 1 d, 24 h, percent AASHTO T 59 1 Sieve Test, percent AASHTO T 59 0.1 Distillation Oil distillate, by volume of emulsion, percent AASHTO T 59 7 Residue (b), percent AASHTO T 59 65 Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 150 300(c) Float Test, 140ºF (60ºC), s AASHTO T 50 1200 Solubility in trichloroethylene, percent AASHTO T 44 97.5 Elongation Recovery(d), 77º F (25º C), percent AASHTO T 301 50


02 513 - 10

(a) Supply an HFMS-2SP (anionic, polymerized, high-float) as an emulsified blend of polymerized asphalt cement, water, and emulsifiers. Polymerize the asphalt cement with at least 3.0% polymer by weight of the asphalt cement before emulsification. The emulsion must be smooth and homogeneous throughout with no white, milky separation, pumpable, and suitable for application through a distributor after standing undisturbed for at least 24 hours.

(b) Determine the distillation by AASHTO T 59, with modifications to include a 350 ± 5º F (177 ± 3º C) maximum temperature to be held for 15 minutes. (c) Emulsified Asphalt (HFMS-2SP) with a residual penetration greater than 300 dmm may be used with Cold Bituminous Pavement (Recycle) to address problems with cool weather or extremely aged existing pavement when approved by the Engineer. (d) Report only when penetration is greater than 300 dmm.

Table 15

High Float Rapid Setting Emulsified Polymerized Asphalt (HFRS-2P) (a) Tests Test method Min. Max.

Emulsion Viscosity, SF @ 122º F (50º C), s (Project Site Acceptance/Rejection Limits) AASHTO T 59 50 450

Storage Stability Test (b) 1 d, 24 h, percent AASHTO T 59 1 Demulsibility 0.02 N Ca Cl2, percent AASHTO T 59 40 Sieve Test, percent AASHTO T 59 0.1 Distillation Oil distillate, by volume of emulsion, percent AASHTO T 59 3 Residue (b), percent AASHTO T 59 65 Residue from Distillation Test Penetration, 77º F (25º C), 100 g, 5 s, dmm AASHTO T 49 70 150 Float Test, 140º F (60º C), s AASHTO T 50 1,200 Solubility in trichloroethylene, percent AASHTO T 44 97.5 Elastic Recovery, 77º F (25º C), percent AASHTO T 301 58 (a) Supply an HFMS-2SP (anionic, polymerized, high-float) as an emulsified blend of

polymerized asphalt cement, water, and emulsifiers. Polymerize the asphalt cement with at least 3.0% polymer by weight of the asphalt cement before emulsification. The emulsion must be smooth and homogeneous throughout with no white, milky separation, pumpable, and suitable for application through a distributor after standing undisturbed for at least 24 hours.

(b) Determine the distillation by AASHTO T 59, with modifications to include a 350 ± 5ºF (177±3ºC) maximum temperature to be held for 15 minutes.

Table 16

Cationic Rapid Setting Emulsified Asphalt (CRS-2A,B) Tests Test Method Min Max

Emulsion Viscosity, SF, 122º F (50º C), s (Project Site Rejection/Acceptance Limits) AASHTO T 59 140 400

Storage stability test, 24 h, percent AASHTO T 59 1 Demulsibility, 35 mL 0.8 percent Sodium Dioctyl Sulfosucinate, percent AASHTO T 59

40


02 513 - 11

Particle charge test AASHTO T 59 Positive Sieve test, percent AASHTO T 59 0.10 Distillation Oil distillate, by volume of emulsion, percent AASHTO T 59 0 Residue, percent AASHTO T 59 65 Use PG58-22 and PG64-22 as base asphalt cement for CRS-2A, B, respectively. Specification for high temperature performance – original and RTFO G*/sinδ within 3º C of grade.

Table 17

Emulsified Type A Asphalt Pavement Rejuvenating Agent Concentrate Property Test Method Limits

Viscosity, SF, 77º F (25º C), s AASHTO T 59 15 Min 40 Max

Residue, percent W (a) AASHTO T 59 60 Min. 65 Max. Miscibility Test (b) AASHTO T 59 No Coagulation

Sieve Test, percent W ( c) AASHTO T 59 0.20 Max. 5-day Settlement, percent W AASHTO T 59 5.0 Max.

Particle Charge AASHTO T 59 Positive Light Transmittance, % UDOT MOI 8-973 30 Max.

Cement Mixing AASHTO T 59 2 Max. Residue from Distillation (a)

Viscosity, 140º F (60º C), mm2/s ASTM D 4402 150 - 300 Flash Point, COC, º F (º C) AASHTO T 48 385 Min.

Asphaltenes, percent W ASTM D 2006 0.4 Min. 0.75 Max. Maltene Distribution Ratio (PC + A1)/(S + A2) (d) ASTM D 2006 0.3 Min. 0.6 Max

Saturated Hydrocarbons, S (d) ASTM D 2006 21 Min. 28 Max.

PC/S Ratio (d) ASTM D 2006 1.5 Min. (a) AASHTO T 59, Evaporation Test, modified as follows: Heat a 50 gram sample to 300ºF until foaming ceases, then cool immediately and calculate results. (b) AASHTO T 59, modified as follows: Use a 0.02 Normal Calcium Chloride solution in place of distilled water. (c) AASHTO T 59, modified as follows: Use distilled water in place of a two percent sodium oleate solution. (d) Chemical composition by ASTM Method D-2006-70: PC= Polar Compounds, A1 = First Acidaffins A2 = Second Acidaffins, S = Saturated Hydrocarbons

Table 18

Emulsified Type B Asphalt Pavement Rejuvenating Agent Concentrate Tests Test Method Limits

Viscosity, SF, 77º F (25º C), s AASHTO T 59 25 - 150


02 513 - 12

Residue, percent W AASHTO T 59 (mod) (a) 62 Min. Sieve Test, percent W AASHTO T 59 0.10 Max. 5-day Settlement AASHTO T 59 5.0 Max. Particle Charge AASHTO T 59 Positive Pumping Stability (b) Pass Residue from Distillation (a)

Viscosity @ 140º F (60º C), mm2/s AASHTO T 201 2,500 - 7,500 Solubility in 1,1,1 Trichloroethylene, percent AASHTO T 44 98 Min.

Flash Point, COC AASHTO T 48 204º C, Min. Asphaltenes, percent W ASTM D 2007 15 Max. Saturates, percent W ASTM D 2007 30 Max. Aromatics, percent W ASTM D 2007 25 Min. Polar Compounds, percent W ASTM D 2007 25 Min.

(a) Determine the distillation by AASHTO T 59 with modifications to include a 300 ± 5º F (149 ± 3º C) maximum temperature to be held for 15 minutes. (b) Test pumping stability by pumping 475 ml of Type B diluted 1 part concentrate to 1 part water, at 77º F (25º C) through a ¼ inch gear pump operating at 1750 rpm for 10 minutes with no significant separation or coagulation in pumped material. Type B – an emulsified blend of lube oil or lube oil extract and petroleum asphalt.

Table 19

Emulsified Type B Modified Asphalt Pavement Rejuvenating Agent Concentrate Property Test Method Limits

Viscosity, SF, 77º F (25º C), s AASHTO T 59 50 - 200 Residue(a), percent W AASHTO T 59 62 Min. Sieve Test, percent W AASHTO T 59 0.20 Max. 5-day Settlement, percent W AASHTO T 59 5.0 Max. Particle Charge AASHTO T 59 Positive Pumping Stability (b) Pass Residue from Distillation (a)

Viscosity (c) 275º F (135º C), cP ASTM D 4402 150 - 300 Penetration, 77º F (25º C), dmm AASHTO T 49 180 Min. Solubility in 1,1,1 Trichloroethylene, percent AASHTO T 44 98 Min.

Flash Point, COC, º F (º C) AASHTO T 48 400(204) Min. Asphaltenes, percent W ASTM D 2007 20 - 40 Saturates, percent % W ASTM D 2007 20 Max. Polar Compounds, percent W ASTM D 2007 25 Min. Aromatics, percent W ASTM D 2007 20 Min. PC/S Ratio ASTM D 2007 1.5 Min.


02 513 - 13

(a) Determine the distillation by AASHTO T 59 with modifications to include a 300±5ºF (149 ± 3º C) maximum temperature to be held for 15 minutes. (b) Pumping stability is tested by pumping 475 ml of Type

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