Attch_3_-_Specifications.pdf

TECHNICAL SPECIFICATIONS

FOR

REPAIR APRON AND TRENCH DRAIN

INSTALL MOORING POINTS

MCCONNELL AFB

DATE: AUGUST 2016

MCCONNELL AIR FORCE BASE WICHITA, KANSAS 67221-3617

TECHNICAL SPECIFICATIONS

REPAIR APRON & TRENCH DRAIN

INSTALL MOORING POINTS

MCCONNELL AFB

TABLE OF CONTENTS

SECTION DESCRIPTION PAGES

02050 GENERAL DEMOLITION 02

02051 PAVEMENT REMOVAL & SUBGRADE PREPARATION 02

02515 CONCRETE PAVEMENT 22

02581 SEALING & RESEALING PAVEMENT JOINTS & CRACKS 04

(for Portland Cement Concrete Pavements)

02600 PAVEMENT MARKINGS 08

SECTION 02050 – GENERAL DEMOLITION

1 GENERAL: The work includes general demolition, salvage of identified items and materials, and removal of resulting rubbish and debris . Rubbish and debris shall be removed from Government property daily, unless otherwise directed, to avoid accumulation at the demolition site. Materials that cannot be removed daily shall be stored in areas specified by the Contracting Officer. In the interest of occupational safety and health, the work shall be performed in accordance with EM 385-1-1, Section 23, Demolition, and other applicable Sections. Salvaged items and materials shall be disposed of as specified.

2 SUBMITTALS: The procedures proposed for the accomplishment of salvage and demolition work shall be submitted for approval in accordance with SECTION: GENERAL CONDITIONS. The procedures shall provide for safe conduct of the work, careful removal and disposition of materials specified to be salvaged, protection of property that is to remain undisturbed, coordination with other work in progress, and timely disconnection of utility services. The procedures shall include a detailed description of the methods and equipment to be used for each operation, and the sequence of operations.

3 DUST CONTROL: The amount of dust resulting from demolition shall be controlled to prevent the spread of dust to occupied portions of the construction site and to avoid creation of a nuisance in the surrounding area. Use of water will not be permitted when it will result in, or create, hazardous or objectionable conditions such as ice, flooding and pollution.

4 PROTECTION:

4.1 PROTECTION OF PERSONNEL: During the demolition work the Contractor shall continuously evaluate the condition of the structure being demolished and take immediate action to protect all personnel working in and around the demolition site. No area, section, or component of floors, roofs, walls, columns, pilasters, or other structural element will be allowed to be left standing without sufficient bracing, shoring, or lateral support to prevent collapse or failure while workmen remove debris or perform other work in the immediate area.

4.2 PROTECTION OF STRUCTURES: Floors, roofs, walls, columns, pilasters, and other structural components that are designed and constructed to stand without lateral support or shoring, and are determined to be in stable condition, shall remain standing without additional bracing, shoring, of lateral support until demolished, unless directed otherwise by the Contracting Officer. The Contractor shall ensure that no elements determined to be unstable are left unsupported and shall be responsible for placing and securing bracing, shoring, or lateral supports as may be required as a result of any cutting, removal, or demolition work performed under this contract.

4.3 PROTECTION OF EXISTING PROPERTY: Before beginning any demolition work, the Contractor shall survey the site and examine the drawings and specifications to determine the extent of the work. The Contractor shall take necessary precautions to avoid damage to existing items to remain in place, to be reused, or to remain the property of the Government; any damaged items shall be repaired or replaced as approved by the Contracting Officer at no cost to the government. The Contractor shall coordinate the work of this section with all other work and shall construct and maintain shoring, bracing, and supports as required. The Contractor shall ensure that structural elements are not overloaded and shall be responsible for increasing structural supports or adding new supports as may be required as a result of any cutting, removal, or demolition work performed under this contract.

4.5 PROTECTION OF TREES: Trees within the project site which might be damaged during demolition, and which are indicated to be left in place, shall be protected by a 1.8 m (6 foot) 6-foot high fence. The fence shall be securely erected a minimum of 1.5 m 5 feet from the trunk of individual trees or follow the outer perimeter of branches or clumps of trees. Any tree designated to remain that is damaged during the work under this contract shall be replaced in kind or as approved by the Contracting Officer. All shrubs within the construction areas shall be removed and disposed of by the contractor.

5. ENVIRONMENTAL PROTECTION: All work, disposal and contractor operations shall comply with the requirements of SECTION: GENERAL REQUIREMENTS.

6 BURNING: The use of burning at the project site for the disposal of refuse and debris will not be permitted.

7 USE OF EXPLOSIVES: Use of explosives will not be permitted.

8. EXISTING STRUCTURES: Existing structures indicated shall be removed to 3 feet below grade. All pole footings shall be removed completely. Interior walls, other than retaining walls and partitions, shall be removed to 3 feet below grade. Basement slabs shall be broken up to permit drainage. Sidewalks, curbs, gutters and street light bases shall be removed as indicated.

9 UTILITIES: Existing utilities shall be removed as indicated. When utility lines are encountered that are not indicated on the drawings, the Contracting Officer shall be notified prior to further work in that area.

10 DISPOSITION OF MATERIAL: Title to material and equipment to be demolished, except Government salvage and historical items, is vested in the Contractor upon receipt of notice to proceed. The Government will not be responsible for the condition, loss or damage to such property after notice to proceed.

10.1 Material Salvaged for the Contractor: Material salvaged for the Contractor shall be stored as approved by the Contracting Officer and shall be removed from Government property before completion of the contract. Material salvaged for the Contractor shall not be sold on the site.

10.2 Items Salvaged for the Government: Salvaged items to remain the property of the Government shall be identified by drawings or the Government and shall be removed in a manner to prevent damage and packed or crated to protect the items from damage during shipment and while in storage. All costs to remove and store salvaged material and equipment shall be incorporated into and bore by unit prices per bid schedule. Containers shall be properly identified as to contents. All items shall be turned in with proper identification to DRMO, located in Building 1348. Contractors shall contact and schedule salvageable material or equipment disposals with DRMO personnel. As appropriate, the Contractor shall indicate the number of truckloads scheduled to be turned in and the date and time of delivery. Items damaged during removal or shipment shall be repaired or replaced by the contractor at his expense.

10.3 Historical Items: Historical items shall be removed in a manner to prevent damage. The following historical items shall be delivered to the Government for disposition: Corner stones, contents of corner stones, and document boxes wherever located on the site.

10.5 Unsalvageable Material: Concrete, masonry, and other noncombustible material, except pavement permitted to remain in place, shall be disposed of off base per SECTION: GENERAL CONDITIONS.

10.6 CLEAN UP: Debris and rubbish shall be removed from basement and similar excavations. Debris shall be removed and transported in a manner that prevents spillage on streets or adjacent areas. Local regulations regarding hauling and disposal shall apply.

11. REMOVAL & DISPOSAL OF ASBESTOS CONTAINING MATERIALS: Project does not contain any known asbestos containing materials.

END OF SECTION

SECTION 02051 – PAVEMENT REMOVAL AND SUBGRADE PREPARATION

1. GENERAL: This section covers the furnishing of all plant, labor, equipment, materials, and supplies and the performance of all operations required for the removal and disposal of pavement and the preparation of subgrade. The requirements of SECTION: GENERAL DEMOLITION shall also apply whichever is more restrictive: Prior to any pavement removal, the contractor shall demonstrate that his equipment and procedures will safely remove the desired pavements without damage to pavements or structures that are to remain. Where only a portion of the existing pavement is to be removed, special care shall be exercised to avoid damage to that portion of the pavement to remain in place. The existing pavement shall be cut with neat lines and any existing pavement beyond these neat lines so established which is damaged or destroyed by these operations shall be replaced at the contractor’s expense. Areas of existing pavement shall be removed where the pavement and base course have totally failed or is structurally unsound as determined by conditions and the Contracting Officer’s representative. Contractor shall obtain the Contracting Officer’s representative approval prior to making any pavement removal and/or repairs. The existing pavement shall be removed by approved methods which will not damage the adjacent pavement to remain or disturb good granular base course materials underlying the pavements to remain.

2. SUBMITTALS: The procedures proposed for the accomplishment of salvage and demolition work shall be submitted for approval in accordance with SECTION: GENERAL CONDITIONS. The procedures shall provide for safe conduct of the work, careful removal and disposition of materials specified to be salvaged, protection of property which is to remain undisturbed, coordination with other work in progress, and timely disconnection of utility services. The procedures shall include a detailed description of the methods and equipment to be used for each operation, and the sequence of operations.

3. PROTECTION OF EXISTING WORK: Before beginning any cutting or demolition work, the Contractor shall carefully survey the existing work and examine the drawings and specifications to determine the extent of the work. The Contractor shall take all necessary precautions to insure against damage to existing work to remain in place, to be reused, or to remain the property of the Government, and any damage to such work shall be repaired or replaced as approved by the Contracting Officer at no additional cost to the Government. The Contractor shall carefully coordinate the work of this section with all other work and construct and maintain shoring, bracing and supports, as required.

4. PORTLAND CEMENT CONCRETE (PCC) PAVEMENT REMOVAL:

4.1 Entire Slab Removal: The Portland cement concrete slabs, identified and marked by the Contracting Officer’s representative, shall be removed and disposed off base by the Contractor. Thickness of the slabs to be removed is indicated on the drawings. Along the edges of the pavement removal, any existing dowel bars, tie bars, and keyed joints of the slabs remaining in place shall be maintained in place as far as practicable to serve as a tie or load transfer device between existing and new slabs. Care shall be taken to insure that these items are not damaged during pavement breaking and removal operations. Dowels, tie bars, etc. destroyed by removal operations shall be replaced as shown on the drawings and specified herein.

Concrete slabs being removed shall be broken into pieces of such size that can easily handled by air-driven machinery or other suitable means, and by an approved “punching type” pavement breaker ram. The Contractor is responsible for the repair of the existing concrete slabs damaged by his removal operations, to the satisfaction of the Contracting Officer, at no additional cost to the Government. Prior to pavement removal operations, representatives of both the Contractor and the Contracting Officer shall make an inspection of adjacent slabs. Any existing cracks or other pavement damage shall be marked on duplicate drawings signed by both representatives with one copy retained by each party for future reference to validate any slab damage during pavement removal.

4.2 Partial Slab Removal: Where only a portion of the existing pavement is to be removed, special care shall be exercised to avoid damage to that portion of the pavement to remain in place. All the requirements in paragraph: “Entire Slab Replacement” applies.

4.3 Partial Depth Patch Removal: In the area to be patched, except popouts, remove existing concrete to a minimum depth of 3 inches below the pavement surface adjacent to spalls and to such additional depth where necessary to expose a surface of sound, unweathered concrete that is uncontaminated by sealants, oils, greases, or deicing salts or solutions. Make a vertical saw cut at least 2 inches deep and 3 inches outside of the area needing repair. Accomplish concrete removal in spalled areas with light, hand-held, high-frequency chipping hammers weighing not more than 30 pounds or other approved hand tools. Do not use jack hammers weighing more than 30 pounds and do not use pavement breaker devices mounted on or pulled by mobile equipment.

4.3 Dowels, Tie Bars, and Reinforcement: Particular care shall be taken during removal operations to prevent damage to any load transfer devices (keyways or dowels) in the existing pavement to remain.

Dowels or keyways along the perimeter of the removal area shall be carefully cleaned and dowels shall be painted and then coated with oil. Existing contractor joints at the perimeter of the removal area shall have the entire face of the joint roughened with a chipping hammer and all dirty, loose, and unsound concrete removed. Cut and remove to minimum dimensions indicated existing dowels and tie bars exposed in joints adjacent to the spall cavity. Cutting shall be done by saws, torch, or other approved means; do not allow torch or other cutting methods to damage concrete to remain. Clean to bare metal by sandblasting any existing reinforcement or dowels remaining exposed in the repair area. Remove any reinforcement that cannot be properly re-embedded in the new repair concrete. Cut and remove at the joint not less than 1/2 inch of existing exposed reinforcement that is continuous through the repair area and is embedded in the adjacent slab. Upon completion of removal operations, the face of existing contraction joins shall have clean, sound roughened concrete exposed, and shall be essentially vertical.

5. ASPHALITC CONCRETE (AC) PAVEMENT REMOVAL: AC pavement removal shall be started by making a saw-cut at the location and depth required. After completing the saw-cut, the remainder of the AC pavement removal shall be accomplished by approved methods without damaging existing pavements that are to remain in place. Any pavement beyond the limits of the removal area that is damaged by the Contractor’s removal operations shall be removed and replaced by and at the Contractor’s expense, using methods designated for pavement removal and replacement under this contract.

6. EXCAVATION AND SUBGRADE PREPARATION:

6.1 Excavation: The existing subgrade shall be excavated as required for the installation of new pavement section as detailed on the drawings. The Contractor shall dispose of excavated materials off base.

6.2 Subgrade Preparation: The newly exposed subgrade shall be struck off with approved equipment and surface shall be thoroughly compacted with approved equipment and surface shall be thoroughly compacted with approved equipment to a minimum of 95 percent of maximum density in accordance with the requirements of MILITARY STANDARD 621, Method 100, Compaction Effort CE 55. All operations required to obtain this compaction shall be performed, including scarifying, wetting, removing unsuitable material and replacing suitable materials, and other required methods, at no additional costs to the Government. Contractor shall be responsible for demonstrating conformance to compaction requirements for each location (slab) by obtaining the services of a certified and independent commercial testing laboratory approved by the Contracting Officer and hired by the Contractor. Resetting of any noncompliance test will be done at the Contractor’s expense.

END OF SECTION

SECTION 02515 - CONCRETE PAVEMENT

PART 1 GENERAL

1.1 SCOPE: This section covers the furnishing of all plant, labor, services, materials, equipment, supplies, supervision, incidentals, and performance of all operations required to install/replace/repair Portland Cement Concrete (PCC) or Reinforced PCC roads, parking lots, sidewalks, sidewalk ramps, curb and gutter, valley gutters, and other miscellaneous pavements as specified herein and shown in delivery order plans.

1.2 APPLICABLE PUBLICATIONS: The publications listed below form a part of this specification. The publications are referred to in the text by basic designation only.

ACI INTERNATIONAL (ACI)

ACI 211.1 (1991; R 2002) Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete

ACI 214R (2002) Evaluation of Strength Test Results of Concrete ACI 301 (1999) Specifications for Structural Concrete for Buildings ACI 305R (1999) Hot Weather Concreting ACI 306.1 (1990; R 2002) Standard Specification for Cold Weather Concreting ACI 325.9R (1991; R 1997) Guide for Construction of Concrete Pavements and Bases

FEDERAL SPECIFICATIONS (FED. SPEC.)

CCC-C-467C Cloth, Burlap, Jute (or Kenaf)

U.S. ARMY CORPS OF ENGINEERS (USACE)

CRD-C 55 (1991) Concrete Within Batch Uniformity (used for determination of the minimum time of mixing) CRD-C 104 (1980) Calculation of the Fineness Modulus of Aggregate CRD-C 114 (1997) Test Method for Soundness of Aggregates by Freezing and Thawing of Concrete

Specimens CRD-C 119 (1991) Flat and Elongated Particles in Coarse Aggregate (Rev. June 1963) CRD-C 130 (2001) Standard Recommended Practice for Estimating Scratch Hardness of Coarse Aggregate

Particles CRD-C 171 (1994) Standard Test Method for Determining Percentage of Crushed Particles in

Aggregate CRD-C 300 (1990) Specifications for Membrane-Forming Compounds for Curing Concrete CRD-C 400 (1963) Water for Use in Mixing or Curing Concrete CRD-C 572 (1974) Polyvinylchloride Waterstop

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) PUBLICATIONS:

A 120 Pipe, Steel, Black and Hot-Dipped Zinc - Coated (Galvanized) Welded and Seamless, for

Ordinary Uses A 184/A 184M (2001) Fabricated Deformed Steel Bar Mats for Concrete Reinforcement A 185-94 (1984) Steel Welded Wired Fabric, Plain A 497/A 497M (2002) Steel Welded Wire Reinforcement, Deformed, for Concrete A 615/A 615M (2004b) Deformed and Plain Billet-Steel Bars for Concrete Reinforcement A 775/A 775M (2001) Epoxy-Coated Reinforcing Steel Bars A 996/A 996M (2004) Rail-Steel and Axle-Steel Deformed Bars or Concrete Reinforcement C 1017/C1017M (2003) Chemical Admixtures for Use in Producing Flowing Concrete

C 1064/C1064M (2004) Temperature of Freshly Mixed Portland Cement Concrete C 1077 (2003a) Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation C 1116 (2003) Fiber-Reinforced Concrete and Shotcrete C 117 (2004) Materials Finer Than No. 200 Sieve in Mineral Aggregates by Washing C 123 (2004) Lightweight Particles in Aggregate C 126 (2001) Potential Alkali Reactivity of Aggregates (Mortar-Bar Method) C 127 Standard Test Methods for Specific Gravity and Absorption of Coarse Aggregate C 128 Standard Test Methods for Specific Gravity and Absorption of Fine Aggregate C 131 (2003) Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and

Impact in the Los Angeles Machine C 136 (2004) Sieve Analysis of Fine and Coarse Aggregates C 142 (1997; R 2004) Clay Lumps and Friable Particles in Aggregates C 143/C 143M (2003) Slump of Hydraulic Cement Concrete C 150 (2004a) Portland Cement C 172 (2004) Sampling Freshly Mixed Concrete C 174/C 174M (1997) Measuring Thickness of Concrete Elements Using Drilled Concrete Cores C 192/C 192M (2002) Making and Curing Concrete Test Specimens in the Laboratory C 231 (2004) Air Content of Freshly Mixed Concrete by the Pressure Method C 260 (2001) Air-Entraining Admixtures for Concrete C 289-94 Potential Alkali-Silica Reactivity of Aggregates C 29/C 29M (1997; R 2003) Bulk Density ("Unit Weight") and Voids in Aggregate C 294 (2004) Standard Descriptive Nomenclature for Constituents of Concrete Aggregates C 295 (2003) Petrographic Examination of Aggregates for Concrete C 309 (2003) Liquid Membrane-Forming Compounds for Curing Concrete C 31/C 31M (2003a) Making and Curing Concrete Test Specimens in the Field C 311 Sampling and Testing Flyash or Natural Pozzolans for use as a Mineral Admixture C 33 (2003) Concrete Aggregates C 39/C 39M (2004) Compressive Strength of Cylindrical Concrete Specimens C 42/C 42M (2004) Obtaining and Testing Drilled Cores and Sawed Beams of Concrete C 494/C 494M (2004) Chemical Admixtures for Concrete C 535-89 Resistance to Degrading of Large Size Coarse Aggregate in the Los Angeles Abrasion

Machine C 566-89 Total Moisture Content of Aggregate by Drying C 595 (2003) Blended Hydraulic Cements C 618 (2003) Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral

Admixture in Concrete C 70 (1985R) Surface Moisture in Fine Aggregate C 75 Standard Practice for Sampling Aggregates C 78 (2002) Flexural Strength of Concrete (Using Simple Beam With Third-Point Loading) C 88 (1999a) Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate C 881/C 881M (2002) Epoxy-Resin-Base Bonding Systems for Concrete C 94/C 94M (2004a) Ready-Mixed Concrete C 989 (2004) Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars D 1751 (1999) Preformed Expansion Joint Filler for Concrete Paving and Structural Construction

(Nonextruding and Resilient Bituminous Types) D 1752 (2004a) Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction D 2995 (1999; R 2004) Determining Application Rate of Bituminous Distributors D 4791 (1999) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse

Aggregate D 75 (2003) Sampling Aggregates

U.S. DEPARTMENT OF COMMERCE, NATIONAL BUREAU OF STANDARDS:

National Bureau of Standards (NBS) Handbook 44 - Specification, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices.

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA QC 3 (2002) Quality Control Manual: Section 3, Plant Certifications Checklist: Certification of

Ready Mixed Concrete Production Facilities

U.S. DEPARTMENT OF DEFENSE (DOD)

MIL-DTL-24441/20 (Rev A) Paint, Epoxy-Polyamide, Green Primer, Formula 150, Type III UFC 3-

270-03 O&M: Concrete Crack and Partial-Depth Spall Repair

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS L-C-530 (Rev C) Coating, Pipe, Thermoplastic

1.3 ACCEPTANCE TESTING/QUALITY CONTROL (QC) PROCEDURES:

1.3.1 Acceptance Testing: The Government may supplement the results of the material testing which is accomplished by the contractor to evaluate construction for acceptance. The Contractor shall provide copies of all QC testing results and daily reports to the Contracting Officer representative within 24-hours of the work represented. The government may elect to supplement the quality control testing with quality assurance testing accomplished by another party.

1.3.2 Quality Control (QC) Testing by Contractor: The Contractor shall perform the Quality Control (QC) functions required by this specification. The QC Laboratory (QC LAB) shall accomplish concrete mixture proportioning and the daily monitoring of the concrete mixing and placing. The minimum daily monitoring requirements are described in paragraph CONTRACTOR QUALITY CONTROL, in Part 3, of this specification. Within 15 days after the Notice to Proceed date, the Contractor shall submit a qualifications statement of the proposed QC LAB. The Government will review the qualifications of the laboratory and, if necessary, visit the QC LAB. Evaluation criteria will include respective State or National accreditation and/or certification programs.

1.3.2.1 The Contractor shall retain the services of an independent commercial testing laboratory to perform the QC LAB functions. Ensure sampling, testing, and mixture proportioning is performed by a commercial Testing Laboratory, currently accredited in accordance with ASTM C 1077, including ASTM C 78 and ASTM C 1260. The individuals who sample and test concrete and concrete constituents must be certified as American Concrete Institute (ACI) Concrete Field Testing Technicians, Grade I. The individuals who perform the inspection of concrete must be certified as ACI Concrete Construction Inspector, Level II.

1.3.3 Concrete Mixture Proportioning Studies: After the aggregate source is approved as described in paragraph MATERIAL ACCEPTANCE TESTING, below, and at least 45-days before the time when placing of concrete is expected to begin, the QC LAB shall start mixture proportioning studies.

1.3.4 Pavement Construction Test Section: The Contractor shall demonstrate performance to the intent of this specification.

1.3.4.1 The intent of the test section is to allow the Contractor to demonstrate that the concrete can be placed within the specified conditions. The Contractor is expected to adjust the mix, adjust equipment, and modify procedures such that by the end of the test strip the best possible product is attained. That part of the test strip, which does not meet the minimum requirements of these specifications, shall be removed and replaced without additional cost to the Government.

1.3.4.2 The Contractor shall demonstrate mixing, transporting, placing, finishing, application of cure, protection, construction of transverse joints, and the performance of the quality control functions specified.

Any adjustments of the mix, placing, or finishing procedures to meet field conditions will be coordinated with the Contracting Officer representative prior to implementation by the Contractor. The Contractor shall obtain written approval of the test section, from the Contracting Officer, before proceeding with the work.

The test section approval/rejection will be issued by the Government at the end of the day on which the test section is placed.

1.3.5 Daily “Pour Agreement”: The Contractor, or designated representative, the Government representative, and the QC LAB representative shall sign an agreement at the close of each day of concrete placement. The agreement shall state that the procedures used for the day’s placement meet or exceed the performance demonstrated at the test section and that the next placement may proceed. Any one of the signatory persons may elect to not sign. All signatory members have equal authority. When a signatory member does not sign, the reasons shall be stated and the deficiency corrected or agreement shall be made on the corrective action. Those people designated to execute the agreement shall be participants at the test section construction.

1.3.6 Surface Testing: Perform surface testing for surface smoothness , edge slump and plan grade as indicated below by the Testing Laboratory. Properly reference the measurements in accordance with paving lane identification and stationing, and a report given to the Government within 24 hours after measurement is made. Provide a final report of surface testing containing all surface measurements and a description of all actions taken to correct deficiencies, to the Government upon conclusion of surface testing.

1.4 MATERIAL ACCEPTANCE TESTING:

1.4.1 Preconstruction Sampling and Testing:

1.4.1.1 Aggregates: Aggregates shall be produced from sources of the Contractor’s choice. The aggregates shall be tested to determine specific gravity, absorption, Los Angeles abrasion, sulfate soundness, soundness, alkali or carbonate reaction, and organic impurities. A petrography analysis shall be performed on all aggregates unless there is a record of performance, of at least five years, for the aggregate source. Contractor shall provide certification that aggregates meet all specifications herein 15 days after date of notice to proceed.

1.4.1.2 Sampling and Testing: The Contractor shall accomplish aggregate sampling and testing of the aggregates for quality determination. The Government reserves the right to observe the aggregate sampling if and when the Government deems it necessary. The Contractor shall provide split samples to the Government if and when the Government deems it necessary. All quality testing results shall be provided to the Contracting Officer before starting a mixture proportioning study and/or as required by the Government.

1.4.1.3 Portland Cement: The Contractor shall submit the identity of the cement manufacturer, the engineering and chemical qualities of the cement, and a manufacturer’s statement which states that the cement complies with the intent and requirements of this specification 15 days after date of notice to proceed. The Contractor, or the supplier, is prohibited from changing cement sources during the progress of the work without submitting the same information which qualified the original source. The submittal shall be made at least 10 days before starting a mixture proportioning study. When the Contractor changes sources of cement, strength testing shall be accomplished as if the work were just beginning.

1.4.1.4 Admixtures: The Contractor may use admixtures. Within 15-days after date of notice to proceed, the Contractor shall provide a listing of all chemical and mineral admixtures proposed for use in the concrete mixture. The Contractor assumes all responsibility for the use of admixtures and the results of that election. All mixture proportioning studies will be accomplished with the proposed admixtures included.

1.4.1.4.1 Chemical Admixtures: The chemical admixtures used in the concrete mixture shall be chemically compatible and shall not result in an adverse chemical reaction when combined with other ingredients. The Contractor shall produce a history of performance when admixtures are being supplied by multiple vendors. High-range water-reducing admixtures are not allowed.

1.4.1.4.2 Mineral Admixtures: The contractor may use flyash as a part of the concrete mixture. The Contractor shall submit, within 15-days after date of notice to proceed, data which identifies the source and the characteristics of the flyash proposed for use in the concrete mixture.

1.4.1.5 Curing Compound: At least 15 days before the material will be used on the work, the Contractor shall submit a manufacturer statement which certifies that the material conforms to the intent and requirements of these specifications. The Contractor shall not incorporate the curing compound into the work unless the Contracting Officer has provided specific written acceptance of the product proposed. The Contractor shall provide the Government a one gallon sample from the lot(s) of material used on the work at the beginning of the work.

1.4.1.6 Epoxy-Resin Material: At least 15 days before the material is used, the Contract shall submit a warrant by the manufacturer that the material conforms to the requirements of these specifications. When epoxy resin arrives at the job site, the Government shall sample the material and may either test the sampler retaining storage.

1.5 GRADE AND SURFACE-SMOOTHNESS REQUIREMENTS: The finished surface of pavements shall conform to the elevations provided in the contract drawings or adjacent pavement surfaces when performing random repairs.

1.5.1 Grade Control: Line and grade shown on contract drawings shall be established and maintained by the Contractor. Elevations of bench marks at the site of work will be determined, established, and maintained by the Government.

1.5.2 Plan Grade: Finished surfaces shall conform to the grade and cross sections indicated on drawings.

Deviations from the plan elevation will be permitted only where the proper functioning of drainage, appurtenant structures, or matching to exiting pavement elevation is required.

1.5.3 Surface Smoothness:

1.5.3.1 Surface Smoothness Straightedge Testing: Ensure the finished surfaces of the pavements have no abrupt change of 1/4 inch or more, and all pavements are within the limits specified hereinafter when checked with an approved 12 foot straightedge.

1.5.3.2 Edge Slump: Edge slump is the downward movement of the concrete along the pavement edge measured not more than 18 inches from the free edge. When a slip-form paver is used, 85 percent of the pavement, within a distance of one full slab length, shall have an edge slump less than 1/4 inch, and 100 percent of the pavement, within a distance of one full slab length, shall have an edge slump less than 3/8 inch. Edge slump will be determined by using the procedures described in paragraph EDGE SLUMP DETERMINATION, below. The use of paving equipment and/or procedures that fail to provide pavement edges within the above limitations shall not be allowed.

1.5.4 Surface Evaluation Techniques: The finished surface shall be evaluated for conformance with the plan grade and surface smoothness and edge slump by the Contractor.

1.5.4.1 Equipment: The Contractor shall furnish and keep at the job site one 12-foot straightedge for each operating paver. The straightedge shall be used for testing the surface smoothness and/or edge slump of placed concrete. Wood shall not be used. The straightedge shall have a flat bottom and shall be adequately rigid to assure accuracy.

1.5.4.2 Surface-Smoothness Determinations: When the concrete is hard enough to walk upon without damage to the surface, but not later than 24 hours after placement, the Contractor shall test the pavement surface for smoothness. The testing will be observed by the Government. Testing shall be accomplished using a 12-foot straightedge which shall be placed to reveal surface irregularities. The entire area of the pavement shall be tested in both the longitudinal and transverse direction. The straightedge shall be held in contact with the surface and moved ahead one-half the length of the straightedge for each successive measurement and continuing across transverse joints.

1.5.4.2.1 Deviations: Deviations from the smoothness criteria caused by the edge slump shall not be considered. Deviations caused by high areas along construction joints shall be considered.

1.5.4.2.2 High Areas: The height of a high area on a pavement surface shall be determined by placing the center of the straightedge at the center of the high area and rocking the straightedge until one end comes in contact with the pavement. With one end of the straightedge grounded, measure the distance between the pavement surface and the bottom of the straightedge at the opposite end. One-half the measurement will be the high area height.

1.5.4.3 Edge Slump Determination: When the concrete will support walking without damage to the surface, the pavement shall be tested by the Contractor with a 12-foot straightedge. The edge slump shall be determined at each free edge of each paving lane. The straightedge will be placed transverse to the direction of paving with the end of the straightedge at the free edge of the paving lane. Measurements will be made at increments of not more than one slab length.

1.5.5 Surface Deficiencies and Corrections:

1.5.5.1 High Areas: High areas shall be reduced by grinding the hardened concrete. Grinding shall only be accomplished when the concrete can support the weight of the equipment without damage to the surface.

1.5.5.2 Excessive Edge Slump: Adding concrete to or otherwise manipulating the fresh concrete shall not be used as a method to correct edge slump. Edge slump shall be corrected by adjustment of the concrete mixture or the paving machine. Where edge slump exceeds the allowable, the placed concrete exceeding the limits of edge slump shall be removed and replaced. Removal shall be done according to paragraph REMOVAL AND REPLACEMENT OF DEFECTIVE CONCRETE. Removal shall be across the full width of the pavement lane or to the nearest planned transverse joints which isolates the edge slump deficiencies.

1.6 Plan Grade Testing and Conformance: The surfaces shall not vary more than 0.06 foot above or below the plan grade line or elevation indicated. Each pavement category shall be checked by the Contractor for conformance with the plan grade requirements by running lines of levels at intervals to determine the elevation at each joint intersection.

1.6 EQUIPMENT AND CONSTRUCTION METHODS ACCEPTANCE:

1.6.1 Plant and Equipment: The contracting Officer representative retains right of access to Contractor’s equipment during the progress of the work. The purpose is to evaluate operation of the plant, verify proportions, temperature, mixing time, and character of the materials. The Contractor shall submit descriptions of the equipment proposed for use on the project.

1.6.1.1 Batch Plant and Mixers: The contractor shall submit detailed specifications of the concrete plant.

1.6.1.2 Transport Equipment: The Contractor shall provide the quantity and description of the equipment proposed for transporting concrete from the mixing plant to the placing equipment.

1.6.1.3 Placing Equipment: The Contractor shall describe the equipment proposed to place concrete.

1.6.1.4 Finishing Equipment: The Contractor shall describe the equipment proposed to finish the surface and the method of surface texturing.

1.6.2 Construction Methods: The Contracting Officer representative will review and approve (or reject) proposed special construction methods which may be necessary because of weather conditions encountered during the work.

1.6.2.1 Cold Weather Requirements: The Contractor shall prepare a cold weather concreting plan which describes the materials and methods to be used by the Contractor when protection is required.

1.6.2.2 Hot Weather Requirements: The Contractor shall prepare a plan which describes the methods and materials which shall be used to protect concrete under hot weather conditions. Hot weather conditions shall be assumed to prevail when the surface evaporation rate exceeds 0.2 pounds per square foot per hour as determined by using the chart included in ACI 305R, Hot Weather Concreting, Fig 2.1.5. All concrete placement shall cease when the temperature of the fresh concrete exceeds 90 degrees F.

1.6.3 Pavement Test Section:

1.6.3.1 Construction Methods: The Contractor shall place a pavement test section, within the limits of the work, at a location agreed to by the Contracting Officer and the Contractor. The Contractor shall place and finish concrete using the people, procedures, and equipment which will be used on the work. A minimum of 2 hours of mixing and placing concrete, at anticipated production capacity, shall be incorporated into the test section.

1.6.3.2 Test Section Acceptance: Those individuals designated to execute the daily pour agreements will observe the construction of the test section. When the section is rejected, or portions thereof, the cause shall be documented and reasons for rejection provided. The concrete placed within a test section that is not accepted shall be removed and replaced, by the Contractor, without cost to the government. The work will not proceed until the Contractor can demonstrate the placement and finish of an acceptable test section.

1.7 MATERIAL DELIVERY, STORAGE, AND HANDLING: Deliver, store and handle cementitious materials, fine and coarse aggregates and other concreting materials in accordance with ASTM C 94/C 94M.

1.7.1 Cementitious Materials: Cementitious materials include Portland cement and flyash.

PART 2 MATERIALS

2.1 PAVEMENT QUALITY CONCRETE MIXTURES: Materials used for the concrete mixture shall include Portland cement, admixtures (chemical and/or mineral selected by the Contractor), aggregate, and water. The proportions of the mixture shall be determined by the Contractor.

2.1.1 Portland Cement: Portland cement shall conform to ASTM C-150, Type I or II with a alkali content of 0.40% to 0.60% and shall be delivered to the site of the mixing plant in dry sealed containers. Cement certificate shall include test results in accordance with ASTM C 150, including equivalent alkalies indicated in the Supplementary Optional Chemical Requirements. The temperature of the cement as delivered to the site of the mixing plant shall not exceed 150 degrees Fahrenheit.

2.1.2 Admixtures: The use of chemical and/or mineral admixtures is the option of the Contractor subject to review and acceptance by the Contracting mixture proportioning studies. No calcium chloride shall be used.

2.1.2.1 Chemical Admixtures: Admixtures shall comply with the requirements of ASTM C 260 or ASTM C 494 and shall be compatible with other mixture components. The addition of the admixtures shall not result in a chemical reaction or change in physical properties of the concrete mixture that are adverse to pavement quality concrete.

2.1.2.2 Mineral Admixture: Flyash may be a component when used as a mineral admixture. It shall conform to ASTM C 618, Class F, including the optional requirements for drying shrinkage, uniformity, and effectiveness in controlling Alkali-Silica reaction and has a loss on ignition not exceeding 6 percent.

Ensure class F fly ash has a Calcium Oxide (CaO) content of less than 8 percent.. When flyash is used, there shall be a minimum cement content of 19.2 pounds per cubic foot. The weight of flyash used in the mix shall not be less than 15 percent nor more than 20 percent when determined by dividing the weight of the flyash by the combined weight of flyash and Portland cement. Only one class of flyash from a single source shall be used in the work.

2.1.3 Aggregates: Aggregates shall comply with the quality requirements of ASTM C-33. The grading requirements of for coarse aggregates of ASTM C 33 do not apply. Aggregates shall be combined to produce an aggregate grading which satisfies the grading criteria of the approved mixture proportioning study. Crushed Portland cement concrete may be used as an aggregate when the specified quality requirements are satisfied. Aggregate weights shall be based on saturated surface dry concrete. The minimum percentage of coarse aggregate by total weight shall be 50 percent.

2.1.3.1 Alkali-Silica Reactivity: Evaluate and test fine and coarse aggregates to be used in all concrete for alkali-aggregate reactivity in accordance with ASTM C 1260. Test both coarse aggregate size groups if from different sources. Evaluate the fine and coarse aggregates separately and in combination, which matches the Contractor's proposed mix design proportioning, utilizing the modified version of ASTM C 1260. Test results of the combination must have a measured expansion equal to or less than 0.08 percent at 16 days after casting. Should the test data indicate an expansion of greater than 0.08 percent, reject the aggregate(s) or perform additional testing, using a modified ASTM C 1260 by utilizing the Contractor's proposed low alkali portland cement and Class F fly ash or Class N pozzolan in combination with the proposed aggregate percentage for the test proportioning. Use Class F fly ash or Class N pozzolan in the range of 25 percent to 40 percent of the total cementitious material by mass. Determine the quantity that will meet all the requirements of these specifications and that will lower the expansion equal to or less than

0.08 percent at 16 days after casting. If any of the above options does not lower the expansion to less than

0.08 percent at 16 days after casting, reject the aggregate(s) and submit new aggregate sources for retesting.

Submit the results of testing to the Contracting Officer for evaluation and acceptance.

2.1.3.2 Coarse Aggregate: Coarse aggregate is defined as that material retained on and above the Number 4 ASTM Standard Sieve (#4 sieve) size. Coarse aggregate shall be from Richard Spur; or approved equal.

2.1.3.2.1 Composition: Coarse aggregate shall be washed and shall consist of gravel, crushed gravel, crushed stone, or a combination thereof.

2.1.3.2.2 Quality: Coarse aggregates, as delivered to stockpiles and mixers for use in the project, shall consist of washed clean particles which satisfy one-half the limitations for deleterious substances as given in ASTM C-33, Table and all the physical property requirements of ASTM C-33, Table 3 unless specified herein.

2.1.3.2.3 Particle Shape: Particle shape of the coarse aggregate shall be generally rounded if gravel and cubical in shape if crushed. The quantity of flat and elongated particles in any size group shall not exceed 20 percent, by weight, as determined by CRD-C-119. A flat particle is defined as one with a ratio of width to thickness greater than three. An elongated particle is one having a ratio of length to width greater than three.

2.1.3.2.4 Size and Grading: The nominal maximum aggregate size shall be 3/4 inch, Class designation 4S as defined by ASTM C-33.

2.1.3.2.5 Soundness: Soundness shall be not less than 0.90 when tested in accordance with current Kansas Test Method for concrete aggregates used by the Kansas Department of Transportation (KDOT).

2.1.3.2.6 Durability: Aggregate shall have a service record of at least 5 years successful service in three paving projects and shall meet the requirements for resistance to freezing and thawing. In addition, coarse aggregate shall comply with KDOT Durability Class 1, Durability Factory 0.95 minimum, and Expansion of 0.25 percent maximum or shall have a durability factor of 50 or more when subjected to freezing and thawing in concrete in accordance with CRD-C114.

2.1.3.2.7 Resistance to Abrasion: Aggregate shall show a loss of weight of not more than 40 percent when subjected to the Los Angeles Abrasion Test in accordance with ASTM C 131.

2.1.4 Blending Sizes: Blending sizes are defined as intermediate size particles nominally passing the 9.5 millimeter sieve and retained above the ASTM Number 50 Standard Sieve (#50 sieve) size.

2.1.4.1 Composition: Blending sizes shall be washed clean materials either of natural deposits, manufactured products, or combinations thereof.

2.1.4.2 Quality: Blending sizes shall meet the limits of deleterious substances and/or physical property requirements of ASTM C 33 based upon the aggregate sizes. Material which is of the coarse material size, by definition, shall meet coarse aggregate quality requirements. The material portion which meets the definition of the fine aggregate shall meet the quality requirements of the fine aggregate.

2.1.4.3 Particle Shape: The particles shall be generally cubical in shape without the presence of elongated or slivered materials.

2.1.5 Fine Aggregate: Fine aggregate is defined as clean granular material which passes an ASTM Number 4 Standard Sieve (#4 sieve) size.

2.1.5.1 Composition: Fine aggregate shall be natural sand (s), or, a blend of mechanical (manufactured) sand and natural sand (s).

2.1.5.2 Quality: The limits for deleterious substances in the fine aggregate shall not exceed those given in ASTM C 33, Table 1.

2.1.5.3 Grading: The fine aggregate, as delivered to the stockpile, should be proportional to the limits of ASTM C 33 and geometrically similar to the lower limit grading curve. The maximum limitation of the fineness modules of 3.1 specified in ASTM C-33 is not applicable and may be exceeded. The fineness module shall not be less than 2.3.

2.1.5.4 Soundness: Not more than 15% for MgSO4 ASTM C88.

2.1.6 Water: Water for washing aggregates and for mixing concrete shall be fresh and free from injurious amounts of oils, acid, salt, alkali, organic matter, and/or other deleterious substances. The properties of the water shall exceed the minimum requirements given in CRD C-400.

2.2 MIXTURE PROPORTIONS: The concrete mixture proportions shall be determined by the Contractor QC LAB. The proportioning shall be accomplished such that workability, finish, and strength are achieved. Durability requirements will be assumed to be satisfied when the mixture is proportioned as a well graded combined aggregate and the range for air content and specified water-cement ratio are satisfied. Workability shall be judged by the Contractor giving consideration to the intended method of placement. An individual mixture proportion shall be developed for each expected method of concrete placement; i.e., slip from, fixed form, or hand placement.

2.2.1 Composition: Concrete composition shall be Portland cement, water, aggregates, and air entraining admixtures. Other chemical or mineral admixtures may be used at the option of the Contractor.

2.2.2 Control of the Mixture: The Contractor is expected to adjust the mixture proportions, as necessary, to maintain the workability depending on the construction environment. The Contracting Officer shall be informed, by the Contractor, of any changes to the mixture proportions after the performance of the test strip construction.

2.2.3 Combined Aggregate Grading:

2.2.3.1 Aggregate grading Controls: The coarse aggregate, blending sizes (when required), and fine aggregate shall be combined to be graded from the coarse to the fine. Reports of grading shall include sieve sizes 2 inch, 1-1/2 inch, 3/4 inch, 1/2 inch, 1 inch, 3/8 inch, No. 4 , No. 8, No. 16, No. 30, No. 50, and No. 100.

2.2.3.2 Percent Aggregate Retained Graph: The combined grading shall be plotted on a graph as the percentage retained for each reporting sieve size versus the considered sieve size. The Y-axis is the percent retained. The X-axis is the sieve size. The plot of the graph should be a smooth curve showing a transition between coarse and fine aggregate. The plot shall not have a significant valley or peak between the 3/8-inch size and the finest reporting sieve size.