Attach-2-Specifications.pdf

INKS DAM NATIONAL FISH HATCHERY ROAD REHAB.

BURNET COUNTY, TEXAS 2019

SPECIFICATIONS - TABLE OF CONTENTS

SECTION TITLE

01009 GENERAL REQUIREMENTS

01410 TESTING LABORATORY SERVICES

01505 MOBILIZATION

02200 EARTHWORK

02609 ALUMINUM CMP CULVERT

321216 ASPHALT PAVING

321713 PARKING BUMPERS

321723 PAVEMENT MARKINGS

03300 CAST-IN-PLACE CONCRETE

BY REFERENCE: Texas Department of Transportation Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges, Latest Edition.

GENERAL INFORMATION AND REQUIREMENTS 01009-1

SECTION 01009 - GENERAL INFORMATION AND REQUIREMENTS

PART 1: GENERAL

1.1 SUMMARY:

A. Description of Work: The work shall consist of labor, equipment, supplies and materials, to grade for drainage, install culverts, and install concrete curbs and asphalt paving system.

B. Location: Work under this contract is at the Inks Dam National Fish Hatchery located in

Burnet County, (345 Clay Young Road, Burnet, TX. 78611-5529) approximately 14 miles from Burnet, Texas. See Vicinity Map in drawings.

C. Site Visit: Contractors are encouraged to visit the project site and inspect existing conditions prior to submitting quotes. See Federal Acquisition Regulation (FAR) clause 52.236-27 Site Visit. Contact Jeff Conway, Hatchery Manager, at 512-793-6868 ext.

101, to arrange a site visit.

1.2 REFERENCES:

Referenced Standards are listed in the applicable specification section.

1.3 DEFINITIONS:

Approvals: Approval of submittals is an indication that the Contractor’s submittals have been reviewed and that there are no objections, except as noted. Approval of deviations shall apply only to those deviations or omissions from the requirements of the drawings and specifications brought to the Contracting Officer’s (CO) attention in writing.

1.4 SUBMITTALS:

A. Scope: Submittals include shop drawings, manufacturer’s literature, as-built drawings, samples, work schedules, safety plans, and a schedule of values.

B. Requirements: Refer to specification sections for submittals required. Allow at least 7 working days for review, plus transmittal time back and forth. Submittals shall be sent to the Contracting Officer’s Representative (COR). Submittals shall come directly from the Contractor with their stamp and signature of approval; submittals will not be accepted from sub-contractors or suppliers. Do not commence work which requires review of any submittals until receipt of returned submittals with an acceptable action. Do not allow submittals without an acceptable action marking to be used for the project.

C. Identification of Submittals: Completely identify each submittal by showing at least the following information: (Use the submittal form supplied by the Contracting Officer)

GENERAL INFORMATION AND REQUIREMENTS 01009-2

1. Name and address of submitter (Contractor), plus name and telephone number of the individual to contact for further information.

2. Name of project as it appears in these specifications.

3. Contract number, submittal number, and specification section number to which the submittal applies.

4. Whether this is an original submittal or resubmittal.

5. Each item shall clearly note the manufacturer’s name and address, trade name, product, lot, style, color, catalog designation or model number, and locations of use.

D. There will be no approval of submittals prior to award. Submittals will be evaluated based on the requirements of the specifications and drawings, after contract award.

E. Submittals shall be in electronic pdf format.

1.5 CONFORMANCE:

Submittals must show clearly that the product, sample or shop drawing conforms to the specifications.

1.6 QUALITY ASSURANCE:

A. Codes and Standards: The work shall comply with codes and standards applicable to each type of work and as listed in the individual sections of these specifications. This contract incorporates materials, applications, and tests by reference, with the same force and effect as if they were given in full text.

B. Conflict: Where a conflict occurs between reference documents, drawings, and project specifications, the most stringent requirement shall govern.

C. Product basis: Where specifications or drawings call out a specific product or manufacturer, it is understood that an equal or better product is acceptable, as approved in the submittal process.

1.7 DELIVERY, STORAGE, AND HANDLING:

A. Delivery: Protect products incorporated into the work from damage while in transit to the site. Products must be delivered in original unopened containers with manufacturer’s name, brand designation, and contents legibly indicated. The containers shall bear the referenced specification number, type, and class as applicable.

B. Storage: Provide temporary storage facilities for products. Storage shall comply with the manufacturer’s instructions. The storage area shall permit access for inspection and handling.

GENERAL INFORMATION AND REQUIREMENTS 01009-3

C. Handling: Load and unload products protecting them from damage.

1.8 PROJECT/SITE CONDITIONS:

A. The project site is a Fish and Wildlife Service National Fish Hatchery. Work areas shall be roped off to alert unauthorized personnel to work in progress.

B. Existing property not indicated for demolition, shall be protected. All damage by

Contractor’s activities shall be repaired by the Contractor at no additional cost to the Government.

C. Safety is paramount. Contractor is responsible for safety on the project site and shall take measures to maintain a safe area around the project site which is used by Government employees and the public. Applicable OSHA regulations shall be adhered to by the Contractor. Contractor shall submit a safety plan prior to starting work.

D. Landscape Protection: Protect all vegetation inside and outside work limits. All rutting caused by Contractor activities shall be filled and contoured to match adjacent areas.

Areas damaged by Contractor activities shall be repaired at no additional cost to the government.

1.9 SEQUENCING AND SCHEDULING:

A bar chart type work schedule shall be submitted to the COR within 5 days after the preconstruction conference. When requested, submit an updated schedule within 3 calendar days.

PART 2: PRODUCTS

2.1 TEMPORARY FACILITIES:

A. The Contractor shall provide portable toilet facilities at the construction site.

B. Water is available at the Hatchery, and reasonable quantities will be available for Contractor’s use at no charge. Large quantities of water for activities such as soil compaction, are not available at the Hatchery, and shall be provided by the Contractor from other sources.

C. Electric power is available at the project locations, and Contractor may use reasonable quantity of electric power at no charge.

PART 3: EXECUTION

GENERAL INFORMATION AND REQUIREMENTS 01009-4

3.1 PROJECT MEETINGS:

A. Preconstruction Conference:

1. A preconstruction conference will be held prior to the start of work. The Contractor will be notified in advance of meeting time, date and place (telephone conference). The purpose of the meeting will be to review required work, project drawings and specifications, construction schedules, payroll, payments, and administrative provisions of the contract.

2. The Contractor, subcontractors and the persons responsible for coordination of the work shall be present at the meeting.

3. The Contractor shall submit a schedule of values within 5 days after the preconstruction conference, which may be used as a basis of payment as the work progresses.

B. Progress Meetings:

To be held at the project site as required.

C. Inspections:

1. Routine inspections will be performed by the government Contract Inspector (CI) or Field Inspector (FI). Inspection of items of work by the CI will not relieve the Contractor of the requirement to meet project specifications. The CI shall be informed 24 hours in advance of work requiring his observation. After being informed in advance the CI’s non-attendance shall not prohibit the Contractor from proceeding with work in the CI’s absence.

2. For final inspection, notify the COR in writing at least 6 working days before the completion date so the Government can schedule final inspection. The superintendent shall be present during the final inspection.

3.2 DISPOSAL OF DEBRIS:

Demolition debris shall be removed from the project site and disposed of in a legal disposal site by the Contractor. Contractor shall pay all fees required for disposal.

3.3 AS-BUILT DRAWINGS:

A complete set of full-sized prints, furnished by the CO for this purpose only, shall be kept by the Contractor. As the job progresses, continuously maintain as-built drawings of the work. The changes shall be noted legibly in red pencil or red ink. These drawings shall be submitted to the COR prior to final inspection. Should final inspection reveal changes in the Project not so noted on the As-Built Drawings, the Contractor shall record

GENERAL INFORMATION AND REQUIREMENTS 01009-5

these changes on the As-Built Drawings within 3 working days of Final Inspection and deliver completed As-Built Drawings to the COR.

3.4 WARRANTY:

A. All project construction shall be provided with a one-year warranty in accordance with

FAR 52.246-21.

B. With respect to warranties, expressed or implied, from manufacturers or suppliers for materials or equipment furnished under the contract, the Contractor shall:

1. Obtain the most favorable warranties that would be given by the Contractor in normal commercial practices, but in no case less than called for by the specifications.

2. Require warranties to be executed, in writing, for the benefit of the Government.

3. Submit warranties to the COR prior to the final inspection.

END OF SECTION

TESTING LABORATORY SERVICES 01410 - 1

SECTION 01410 - TESTING LABORATORY SERVICES

1.1 SUMMARY - Section includes requirements for the Contractor to engage and pay for a certified, independent testing laboratory to conduct specific tests on, fill, fill density and compaction, asphalt, concrete and other items as called for by individual sections of the

1.2 SUBMITTALS

A. The Testing Laboratory shall provide a copy by email of test reports to the COR within 24 hours of performing the test. Reports shall include testing facility name, address, telephone number, and names of full-time responsible officers.

B. Submit qualifications of the Testing Laboratory to demonstrate that they meet the standards in this specifications.

1.3 QUALITY ASSURANCE - The Testing Laboratory must have authority or be licensed to operate in the State of Texas as a materials testing laboratory.

2.1 REPORTS

A. Reports shall include:

1. Date issued.

2. Project title and number.

3. Name of inspector.

4. Date and time of sampling or inspection.

5. Identification of product and specification sections.

6. Location in the project.

7. Type of inspection or test.

8. Date of test.

9. Results of tests.

10. Conformance with contract documents.

2.2 INTERPRETATION - When requested by the COR, provide interpretation of test results.

MOBILIZATION 01505-1

SECTION 01505 - MOBILIZATION

PART 1 - GENERAL

1.1 SUMMARY: Section includes preparatory work and operations, including those necessary to the movement of personnel, equipment, supplies and incidentals to the project site; and for other work and operations which must be performed or costs incurred prior to beginning work on the various items on the project site.

1.2 MEASUREMENT AND PAYMENT:

Units: Progress payments will be made as follows:

1. When 5% of the original contract amount is earned from other Schedule of Value items, 50% of the amount bid for mobilization or 5% of the original contract amount, whichever is lesser, will be paid.

2. When 10% of the original contract amount is earned from other Schedule of Value items, 100% of the amount for mobilization or 10% of the original contract amount, whichever is lesser, will be paid.

3. Upon completion of work for the project, payment of the amount for mobilization in excess of 10% of the original contract amount, will be paid.

4. The total sum of all payments shall not exceed the original Schedule of Values amount for mobilization, regardless of the fact that the Contractor may have shut down the work on the project or moved equipment away from the project and then back again.

PART 2 - PRODUCTS (Not Used.)

PART 3 - EXECUTION (Not Used.)

EARTHWORK & DRAINAGE 02200 - 1

SECTION 02200 - EARTHWORK & DRAINAGE

1.1 SUMMARY - This section includes the following:

1. Excavation, backfill, subgrade, and aggregate base course required in conjunction with asphalt paving and drainage and culvert installation.

1.2 SUBMITTALS - The Testing Laboratory shall submit the following reports directly to the COR:

1. Test reports on subgrade, aggregate base course material including gradation, optimum moisture-maximum density curve (Proctor test results), and Atterberg Limits.

2. Field density test reports.

3. Asphalt testing as required in Asphalt Specifications.

1.3 JOB CONDITIONS

A. Locate existing underground utilities in areas of work. If utilities are to remain in place, provide adequate means of support and protection during earthwork operations.

B. Should uncharted, or incorrectly charted, piping or other utilities be encountered during excavation, contact the COR or government Inspector immediately for directions.

Cooperate with COR and government Inspector in keeping respective services and facilities in operation. Repair damaged utilities.

C. Do not interrupt existing utilities serving facilities occupied and used by the Government or others, during occupied hours, except when permitted in writing by the COR and then only after acceptable temporary utility services have been provided.

D. Barricade open excavations occurring as part of this work and post with warning tape.

E. Protect structures, utilities, sidewalks, pavements, trees, and other facilities from damage caused by settlement, lateral movement, undermining, washout and other hazards created by earthwork operations.

EARTHWORK & DRAINAGE 02200 - 2

2.1 MATERIALS:

A. Crushed limestone for asphalt base course shall meet TxDOT Item 247, Type A, Grade 1 or 2.

B. Structural Backfill shall be Engineered Fill low swell potential material, free of organic or other deleterious materials, have a maximum particle size of 2 inches, have a Plasticity Index less than 15, and a Liquid Limit of 35% maximum, and shall meet the requirements of TXDot. Engineered Fill is not available from the project site and must be obtained and paid for by the Contractor from a borrow source.

C. Regular Backfill is permitted to be native excavated material, provided the material is free of rocks greater than 6 inches within 4 feet of the culvert crown.

D. Sand bedding for culvert bedding shall meet the requirements of TXDot.

3.1 SUBGRADE TREATMENT

A. All subgrade areas to receive Aggregate Base, shall be stripped of vegetation, roots, topsoil, and soft soils, and proof rolled with a tandem axle dump truck or similar rubber tired vehicle.

B. Soils observed to rut, “pump,” or deflect excessively, shall be undercut and replaced with compacted Engineered Fill.

C. Subgrade soils shall be scarified and compacted to 98% Standard Proctor maximum dry density (ASTM D-698) for 8" minimum depth, with moisture content between -1 to +3% of optimum.

D. Aggregate base and Structural Backfill shall be installed in horizontal lifts not exceeding

8 inches in thickness, shall be compacted to at least 98% of the Standard Proctor maximum dry density (ASTM D-698) at -1% to +3% of optimum moisture content.

Contractor shall employ the Testing Laboratory to perform ASTM D-698 (Standard Proctor) tests, as specified, and field density tests on all fill.

EARTHWORK & DRAINAGE 02200 - 3

3.2 COMPACTION

A. Where subgrade or layer of fill material must be moisture conditioned before compaction, uniformly apply water to surface of subgrade, or layer of soil material, to prevent free water appearing on surface during or subsequent to compaction operations.

B. Do not place fill material on surfaces that are muddy, frozen, or contain frost or ice.

C. Place fill materials evenly adjacent to structures or piping to required elevations. Take care to prevent wedging action of backfill against structures or displacement of piping by carrying material uniformly around structure or piping to approximately same elevation in each lift.

3.3 GRADING

A. Uniformly grade areas within limits of grading under this section, including adjacent transition areas. Smooth finished surface within specified tolerances, compact with uniform levels or slopes between points where elevations are indicated, or between such points and existing grades.

B. Grade areas as shown on the drawings and to drain away from structures and to prevent ponding. Finish surfaces free from irregular surface changes.

C. Grading surface of fill under pavement shall be graded smooth and even, free of voids, compacted as specified and to required elevation. Provide final grades within a tolerance of 1" when tested with a 10-foot straightedge.

3.4 QUALITY CONTROL

A. Contractor shall engage soil testing and inspection service for quality control testing during earthwork operations.

B. Allow testing service and Contract Inspector to inspect and approve subgrades and fill layers before further construction work is performed.

C. Perform field density tests in accordance with ASTM D-1556, ASTM D-2922 or ASTM D-2167 as applicable.

D. Gravel Base areas: Make a minimum of 10 passing field density tests representative of all gravel Base areas.

EARTHWORK & DRAINAGE 02200 - 4

E. Engineered Fill areas: Make a minimum of 2 passing field density tests for each layer, representative of all Engineered Fill areas.

F. If, based on testing service reports and inspection, fills which have been placed are below specified density, provide additional compaction and testing at no additional expense to the Government.

G. Remove excess excavated material, trash, debris and waste materials and dispose of legally off site.

H. Excess excavated material shall be removed from Hatchery property and disposed of in compliance with local, state and federal regulations.

SUMMARY AND GENERAL INFORMATION

01100-1

SECTION 02609 - ALUMINUM CMP CULVERTS

1.1 WORK DESCRIPTION

A. The work specified in this section includes furnishing and installing new aluminum corrugated metal pipe (CMP) culverts, end sections and appurtenances as specified and shown on the plans.

1.2 RELATED SECTIONS

A. Section 02200 - Earthwork.

1.3 REFERENCES

A. ASTM A760 Specification for Corrugated Steel Pipe, Metallic-Coated for Sewers and Drains.

B. ASTM B745 (AASHTO M196) Standard Specification for Corrugated

Aluminum Pipe for Sewers and Drains.

C. ASTM B744 (AASHTO M197) Standard Specification for Aluminum Alloy

Sheet for Corrugated Aluminum Pipe..

D. ASTM B788 Standard Practice for Installing Factory-Made Corrugated Aluminum Culverts and Storm Sewer Pipe.

E. AASHTO-T99 - Test Methods for Moisture-Density Relations of Soils and

Soil-Aggregate Mixtures Using 5.5 lb (4.54 Kg) Rammer and 12 inch Drop.

F. AASHTO-T238 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

G. AASHTO-T239 - Test Methods for Moisture Content of Soil and

Soil-Aggregate Mixtures.

1.4 SUBMITTALS

A. Submit certification that products meet specified requirements.

B. Manufacturer's Installation Instructions: Indicate special procedures required to install products specified.

ALUMINUM CMP CULVERTS

2609-2

PART 2 - PRODUCTS

2.1 ALUMINUM CMP CULVERTS

A. Aluminum CMP Culverts, end sections and coupling bands shall meet the requirements of ASTM B745 Type I, helical corrugation with continuous lock seams, made from aluminum meeting ASTM B744. End sections shall be either aluminum or galvanized steel meeting the requirements of ASTM A760 Type I.

B. Properties:

Size Type Corrugation Min. Thickness

72 Lock seam 3"x1" 12 ga.

30" Lock seam 2-2/3x1-1/2 12 ga.

24" Lock seam 2-2/3x1-1/2 14 ga.

18" Lock seam 2-2/3x1-1/2 14 ga.

C. Connecting bands: Standard couplings made for Aluminum CMP to form soil tight joints.

D. The following shall be clearly marked on the exterior surface of all pipes and structural plate:

1. ASTM specification

2. Class and size

3. Date of manufacture

4. Name or trade-mark of manufacturer

2.2 BEDDING AND BACKFILL MATERIALS

A. Bedding: Bedding and backfill materials as specified in Section 02200.

ALUMINUM CMP CULVERTS

2609-3

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify that trench cut is ready to receive work and excavations, dimensions, and elevations are as indicated on drawings.

3.2 PREPARATION

A. Remove large stones or other hard matter which could damage piping or impede consistent backfilling or compaction.

3.3 BEDDING, BACKFILL, AND INSTALLATION

A. Excavate culvert trench as shown on the drawings and in accordance with Section 02200 for work of this section. Hand trim excavation for accurate placement of pipe to elevations indicated.

B. Join and install CMP, WCS, End Sections, in accordance with ASTM B 788, Specification Section 02200, drawings, and manufacturer’s instructions.

C. Use soil tight joints on CMP.

3.4 ERECTION TOLERANCES

A. Lay pipe to alignment and slope gradients noted on layout drawings; with maximum variation from true slope of 1/2 inch.

3.5 FIELD QUALITY CONTROL

A. Request inspection prior to backfilling operations. Lack of government inspection does not relieve the contractor of complying with these

ASPHALT PAVING 321216 - 1

SECTION 321216 - ASPHALT PAVING

1.1 RELATED DOCUMENTS

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

B. Standards established in the Texas Department of Transportation “Standard Specifications for Construction and Maintenance of Highways, Streets, and Bridges” (TXDOT), latest edition, apply to this Section.

1.2 SUMMARY

A. Section Includes:

1. Hot-mix asphalt paving.

1.3 PREINSTALLATION MEETINGS

A. Preinstallation Conference: Conduct conference at Project site.

1. Review methods and procedures related to hot-mix asphalt paving including, but not limited to, the following:

a. Review proposed sources of paving materials, including capabilities and location of plant that will manufacture hot-mix asphalt.

b. Review requirements for protecting paving work, including restriction of traffic during installation period and for remainder of construction period.

1.4 SUBMITTALS

A. Hot-Mix Asphalt Designs:

1. Certification, by authorities having jurisdiction, of approval of each hot-mix asphalt design proposed for the Work.

B. Qualification Data: For paving-mix manufacturer and testing agency.

C. Material Certificates:

1. Aggregates.

2. Asphalt binder.

3. Asphalt cement.

4. Joint sealant.

ASPHALT PAVING 321216 - 2

D. Field quality-control reports.

1.5 QUALITY ASSURANCE

A. Manufacturer Qualifications: A paving-mix manufacturer registered with and approved by the Texas DOT.

B. Testing Agency Qualifications: Qualified in accordance with ASTM D3666 for testing indicated.

C. Regulatory Requirements: Comply with materials, workmanship, and other applicable requirements of Texas DOT for asphalt paving work.

1.6 FIELD CONDITIONS

A. Environmental Limitations: Do not apply asphalt materials if subgrade is wet or excessively damp, if rain is imminent or expected before time required for adequate cure, or if the following conditions are not met:

1. Prime Coat: Minimum surface temperature of 60 deg F (15.6 deg C).

2. Asphalt Surface Course: Minimum surface temperature of 60 deg F (15.6 deg C) at time of placement.

PART 2 - PRODUCTS

2.1 AGGREGATES

A. General: Use materials and gradations that have performed satisfactorily in previous installations.

B. Coarse Aggregate: ASTM D692/D692M, sound; angular crushed stone, crushed gravel, or cured, crushed blast-furnace slag.

C. Fine Aggregate: ASTM D1073 or AASHTO M 29, sharp-edged natural sand or sand prepared from stone, gravel, cured blast-furnace slag, or combinations thereof.

1. For hot-mix asphalt, limit natural sand to a maximum of 20 percent by weight of the total aggregate mass.

D. Mineral Filler: ASTM D242 or AASHTO M 17 rock or slag dust, hydraulic cement, or other inert material.

2.2 ASPHALT MATERIALS

A. Asphalt Binder: ASTM D6373 or AASHTO M 320 binder designation PG 64-22.

ASPHALT PAVING 321216 - 3

B. Asphalt Cement: ASTM D3381 for viscosity-graded material, ASTM D946 for penetration-graded material.

C. Water: Potable.

2.3 AUXILIARY MATERIALS

A. Sand: ASTM D1073 or AASHTO M 29, Grade No. 2 or No. 3.

B. Joint Sealant: ASTM D6690, hot-applied, single component, polymer-modified bituminous sealant.

2.4 MIXES

A. Hot-Mix Asphalt: Dense-graded, hot-laid, hot-mix asphalt plant mixes approved by TXDOT; designed in accordance with procedures in AI MS-2, "Asphalt Mix Design Methods";

and complying with the following requirements:

1. Provide mixes with a history of satisfactory performance in geographical area where Project is located.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify that subgrade and base courses are dry and in suitable condition to begin paving.

B. Proceed with paving only after unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. Protection: Provide protective materials, procedures, and worker training to prevent asphalt materials from spilling, coating, or building up on curbs, driveway aprons, manholes, and other surfaces adjacent to the Work.

3.3 SURFACE PREPARATION

A. Prepare subgrade and install aggregate base course per the drawings and Section 02200 Earthwork..

3.4 HOT-MIX ASPHALT PLACEMENT

A. Machine place hot-mix asphalt on prepared surface, spread uniformly, and strike off. Place asphalt mix by hand in areas inaccessible to equipment in a manner that prevents segregation of mix. Place each course to required grade, cross section, and thickness when compacted.

ASPHALT PAVING 321216 - 4

1. Place hot-mix asphalt surface course in single lift.

2. Spread mix at a minimum temperature of 250 deg F.

3. Begin applying mix on high side of slopes unless otherwise indicated.

4. Regulate paver machine speed to obtain smooth, continuous surface free of pulls and tears in asphalt-paving mat.

B. Place paving in consecutive strips not less than 10 feet (3 m) wide unless infill edge strips of a lesser width are required.

1. After first strip has been placed and rolled, place succeeding strips and extend rolling to overlap previous strips. Overlap mix placement about 1 to 1-1/2 inches from strip to strip to ensure proper compaction of mix along longitudinal joints.

C. Promptly correct surface irregularities in paving course behind paver. Use suitable hand tools to remove excess material forming high spots. Fill depressions with hot-mix asphalt to prevent segregation of mix; use suitable hand tools to smooth surface.

3.5 JOINTS

A. Construct joints to ensure a continuous bond between adjoining paving sections. Construct joints free of depressions, with same texture and smoothness as other sections of hot-mix asphalt course.

1. Clean contact surfaces and apply tack coat to joints.

2. Offset longitudinal joints, in successive courses, a minimum of 6 inches.

3. Offset transverse joints, in successive courses, a minimum of 24 inches.

4. Construct transverse joints at each point where paver ends a day's work and resumes work at a subsequent time.

5. Compact joints as soon as hot-mix asphalt will bear roller weight without excessive displacement.

6. Compact asphalt at joints to a density within 2 percent of specified course density.

3.6 COMPACTION

A. General: Begin compaction as soon as placed hot-mix paving will bear roller weight without excessive displacement. Compact hot-mix paving with hot hand tampers or with vibratory-plate compactors in areas inaccessible to rollers.

1. Complete compaction before mix temperature cools to 185 deg F.

B. Breakdown Rolling: Complete breakdown or initial rolling immediately after rolling joints and outside edge. Examine surface immediately after breakdown rolling for indicated crown, grade, and smoothness. Correct laydown and rolling operations to comply with requirements.

C. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling while hot-mix asphalt is still hot enough to achieve specified density. Continue rolling until hot-mix asphalt course has been uniformly compacted to the following density:

ASPHALT PAVING 321216 - 5

1. Average Density, Marshall Test Method: 96 percent of reference laboratory density in accordance with ASTM D6927 or AASHTO T 245, but not less than 94 percent or greater than 100 percent, or

2. Average Density, Rice Test Method: 92 percent of reference maximum theoretical density in accordance with ASTM D2041, but not less than 90 percent or greater than 96 percent.

D. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot-mix asphalt is still warm.

E. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to proper alignment. Bevel edges while asphalt is still hot; compact thoroughly.

F. Repairs: Remove paved areas that are defective or contaminated with foreign materials and replace with fresh, hot-mix asphalt. Compact by rolling to specified density and surface smoothness.

G. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened.

H. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked.

3.7 INSTALLATION TOLERANCES

A. Pavement Thickness: Compact each course to produce thickness indicated within the following tolerances:

1. Surface Course: Plus 1/4 inch, no minus.

B. Pavement Surface Smoothness: Compact each course to produce surface smoothness within the following tolerances as determined by using a 10-foot straightedge applied transversely or longitudinally to paved areas:

1. Surface Course: 1/8 inch.

3.8 FIELD QUALITY CONTROL

A. Testing Agency: Contractor shall engage a qualified testing agency to perform tests and inspections.

B. Thickness: In-place compacted thickness of hot-mix asphalt courses will be determined in accordance with ASTM D3549.

C. Surface Smoothness: Finished surface of each hot-mix asphalt course will be tested for compliance with smoothness tolerances.

D. In-Place Density: Testing agency will take samples of uncompacted paving mixtures and compacted pavement in accordance with ASTM D979 or AASHTO T 168.

ASPHALT PAVING 321216 - 6

1. Reference maximum theoretical density will be determined by averaging results from four samples of hot-mix asphalt-paving mixture delivered daily to site, prepared in accordance with ASTM D2041, and compacted in accordance with job-mix specifications.

2. In-place density of compacted pavement will be determined by testing core samples in accordance with ASTM D1188 or ASTM D2726.

a. One core sample will be taken for every 250 sq. yd. or less of installed pavement, with no fewer than three cores taken.

b. Field density of in-place compacted pavement may also be determined by nuclear method in accordance with ASTM D2950 and coordinated with ASTM D1188 or

ASTM D2726.

E. Replace and compact hot-mix asphalt where core samples were taken.

F. Remove and replace or install additional hot-mix asphalt where test results or measurements indicate that it does not comply with specified requirements.

3.9 WASTE HANDLING

A. General: All waste shall be disposed of off Hatchery property, and in compliance with local, state and federal regulations.

END OF SECTION 321216

PARKING BUMPERS 321713 - 1

SECTION 321713 - PARKING BUMPERS

1.1 SUMMARY

A. Section includes concrete wheel stops.

1.2 ACTION SUBMITTALS

A. Product Data: For each type of product.

PART 2 - PRODUCTS

2.1 PARKING BUMPERS

A. Concrete Wheel Stops: Precast, steel-reinforced, air-entrained concrete, 4000-psi minimum compressive strength, manufacturer's standard height and width 4-1/2 inches high by 9 inches wide by 72 inches long. Provide chamfered corners, transverse drainage slots on underside, and a minimum of two factory-formed or -drilled vertical holes through wheel stop for anchoring to substrate.

1. Mounting Hardware: Galvanized-steel dowel, 1/2-inch diameter, 10-inch minimum length.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install wheel stops according to manufacturer's written instructions unless otherwise indicated.

B. Securely anchor wheel stops to pavement with hardware in each preformed vertical hole in wheel stop as recommended in writing by manufacturer. Recess head of hardware beneath top of wheel stop.

END OF SECTION 321713

PAVEMENT MARKINGS 321723 - 1

SECTION 321723 - PAVEMENT MARKINGS

1.1 SUMMARY

A. Section includes painted markings applied to asphalt pavement.

1.2 PREINSTALLATION MEETINGS

A. Preinstallation Conference: Conduct conference at Project site.

1.3 ACTION SUBMITTALS

A. Product Data: For each type of product.

B. Shop drawing with proposed final layout and dimensions.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Manufacturers: Subject to compliance with requirements, provide products by one of the following:

1. Dow Chemical Company (The).

2. Dunn-Edwards Corporation (a Nippon Paint Holdings Co. Ltd. company).

3. Rust-Oleum Corporation; a subsidiary of RPM International, Inc.

4. Sherwin-Williams Company (The).

2.2 PERFORMANCE REQUIREMENTS

A. Accessibility Standard: Comply with applicable provisions in the USDOJ's "2010 ADA Standards for Accessible Design."

2.3 PAVEMENT-MARKING PAINT

A. Pavement-Marking Paint: MPI #97, latex traffic-marking paint.

1. Color: White and Blue.

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PAVEMENT MARKINGS 321723 - 2

PART 3 - EXECUTION

3.1 PAVEMENT MARKING

A. Do not apply pavement-marking paint until layout, colors, and placement have been verified with Contracting Officers Technical Represenitive.

B. Allow paving to age for a minimum of 30 days before starting pavement marking.

C. Sweep and clean surface to eliminate loose material and dust.

D. Apply paint with mechanical equipment to produce pavement markings, of dimensions indicated, with uniform, straight edges. Apply at manufacturer's recommended rates to provide a minimum wet film thickness of 15 mils.

1. Apply graphic symbols and lettering with paint-resistant, die-cut stencils. Apply paint so that it cannot run beneath stencil.

END OF SECTION 321723

CAST-IN-PLACE CONCRETE 03300 - 1

SECTION 03300 - CAST-IN-PLACE CONCRETE

1.1 SUMMARY - This section includes cast-in-place concrete for curbs and gutters.

1.2 SUBMITTALS

A. Concrete Mix Design in accordance with ACI 301, for approval.

B. Laboratory Test Report for Compressive strength.

C. Field Test Reports for Air Entrainment and Slump.

D. Test Reports for Admixtures and Membrane forming compounds, for approval.

E. Shop drawings of placement and mill reports of reinforcing steel, for approval.

1.3 QUALITY ASSURANCE

A. Testing laboratory shall conduct tests on concrete for air entrainment, slump and compressive strength.

B. Standards:

1. International Building Code, Concrete, except as modified herein.

2. American Concrete Institute, Building Code Requirements for Reinforced

Concrete.

3. ACI Standards 318 and 315 for reinforcement detailing and placement, including concrete protection for steel reinforcement, unless otherwise indicated or modified herein.

1.4 DEFINITION:

A. All concrete on this project is considered to be “exterior.”

B. Foundation includes grade beam footings and slab.

CAST-IN-PLACE CONCRETE 03300 - 2

2.1 FORMWORK:

A. Forms for Exposed Finish Concrete: Plywood, metal, metal-framed plywood faced, or other acceptable panel-type materials to provide continuous, straight, smooth, exposed surfaces. Furnish in largest practicable sizes to minimize number of joints and to conform to joint system shown on drawings. Use plywood complying with U.S. Product Standard PS-1 “B-B (Concrete Form) Plywood,” Class I, Exterior Grade or better, mill-oiled and edge-sealed, with each piece bearing legible inspection trademark.

B. Forms for Unexposed Finish Concrete: Plywood, lumber, metal, or neatly excavated trench.

2.2 REINFORCING

A. Reinforcing Bars: ASTM A615, Grade 60, deformed.

B. Supports for Reinforcement: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire fabric in place. Use wire bar-type supports complying with CRSI specifications. For slabs-on-grade, use supports with sand plates or horizontal runners where base material will not support chair legs.

2.3 MATERIALS

A. Aggregate: Except as otherwise specified, aggregate, both fine and coarse, shall conform to ASTM C-33.

1. Maximum size aggregate is 1/5 of narrowest dimension between forms of the concrete member or 3/4 of minimum clear spacing between reinforcing bars.

2. Gradation:

Sieve % Passing (By Weight) 1 100 3/4 35-70 3/8 10-30 #4 0-5

B. Cement shall be Type II or Type I/II Portland Cement and conform to ASTM specification C150.

CAST-IN-PLACE CONCRETE 03300 - 3

C. Expansion Joint Filler Strips and Sealant: Expansion joint material shall be premolded, ½" thick, meeting ASTM D-1751.

D. Water Reducing and Retarding Admixtures:

1. The admixtures shall produce concrete with the following specific qualities as required in this division- workability, controlled rate of hardening, and compressive and/or flexural strength

2. Minimum of five years actual experience and field service using the exact formulation and dosage for which approval is requested. Only products with an established field record will be approved.

3. The admixture manufacturer shall provide a certified test result showing that admixture exceeds the minimum requirement of ASTM C494, type A or D.

E. Fly Ash: ASTM C618, Type F.

F. Concrete Patch: Sonocrete per Sonneborn-Contech, or approved equal.

G. Grout (if required): Embeco 636 by Master Builders (Flowable non-shrink grout), or approved equal. 28 Day compressive strength shall be 5000 psi minimum.

H. Epoxy Adhesive (if required): ASTM C881, two component material.

3.1 SAMPLES AND TESTING

A. Testing shall be the responsibility of the Contractor. Certified copies of test reports shall be furnished for admixture and membrane-forming curing compounds and shall be furnished before the materials are used in the work. Test specimens of concrete for strength tests shall be made at the job site by the testing laboratory, shall be stored at the job site as directed by the testing laboratory and shall be transported from the job site to the laboratory by the testing laboratory.

B. Cement will be accepted on the basis of mill test reports and the manufacturer’s certification of compliance with the specification, provided the cement is the product of a mill with a record for production of high-quality cement for the past 3 years. Cement delivered to the site of the work and later found under test to be unsuitable shall be

CAST-IN-PLACE CONCRETE 03300 - 4

removed from the vicinity.

C. Aggregates shall be tested as prescribed in ASTM Specification C33.

D. Concrete:

1. All compression and air content tests shall be done by an approved testing laboratory and all costs for such tests will be paid for by the Contractor. Test reports shall show accurately the locations at which tests were made and the extent of the pour affected by that test. Copies of all test reports shall be transmitted to the COR. Slump tests shall be made by the testing laboratory and paid for by the Contractor.

2. Compression Tests: One set of test specimens shall be made for each type of concrete supplied and placed each day. Each set shall consist of not less than four specimens and shall be made, cured and three specimens shall be tested in accordance with ASTM C31 “Standard Method of Making and Curing Concrete Compression and Flexure Test Specimens in the Field,” and ASTM C39 “Method of Test for Compressive Strength of Molded Concrete cylinder.” The fourth specimen shall be held for a period of sixty days and shall be tested in the event any of the three other specimens from the pour show strength below the specified requirement. When, in the opinion of the COR, there is a possibility of the surrounding air temperature falling below 40 degrees F, the COR may require additional test specimens to be cured under job conditions. All test cylinders shall be made at the job site by a qualified representative of the testing laboratory and shall be transported to the laboratory from the job site by the laboratory representative.

If the average strength of the laboratory control cylinders falls below the required specified strength at 28 days, the fourth specimen shall be tested. When deemed necessary by the COR, the additional cold weather job cured test specimens shall be tested to check the quality of the field concrete against the results obtained from the laboratory cured test specimens.

3. Test of hardened concrete in, or removed from, the structure: When the results of the strength test of the control specimens indicate the concrete as placed does not meet specification requirements or where there is other evidence that the quality of the concrete is below specification requirements, core-boring tests shall be made in conformance with ASTM C42. Core specimens shall be tested by the Contractor. If the results of core boring tests indicate that the concrete as placed conforms or does not conform to the drawings and specifications, the cost of such tests shall be borne by the Contractor. If any concrete shows evidence of failure during the load test or fails the load test or core tests as evaluated, the deficiency shall be corrected. Any deficiency shall be corrected in a manner approved by the COR and at no additional cost to the Government.

CAST-IN-PLACE CONCRETE 03300 - 5

4. Slump Tests: One test is required at point of discharge for each day’s pour of each type of concrete. Additional tests shall be required when consistency seems to have changed. Tests shall be made in accordance with ASTM C143 “Standard Test Method for Slump of Hydraulic Cement Concrete.”

3.2 CONCRETE QUALITY AND STRENGTH

A. Use 3500 psi concrete for all cast in place concrete.

3.3 PROPORTIONING OF CONCRETE MIXES: Trial design batches and testing to meet requirements of the concrete as specified shall be the responsibility of the Contractor.

The design mix shall contain aggregates representative of those proposed for use in the work and shall be of consistencies specified in Paragraph 3.3C, Slump.

A. Determination of Water Content: Specimens shall be made and cured in conformance with ASTM C192 and tested in conformance with ASTM C39 or C78 as applicable.

Curves representing the relationship between the water-cement ration and the average 28 day compressive strength, shall be established for a range of values including the compressive and flexural strengths indicated. The maximum allowable water-cement ratio shall be that shown by these curves to produce an average compressive strength 15 percent greater than that specified.

B. Established Design-Mix Proportions: Prior to commencing operations, the Contractor shall furnish a statement giving the mix proportions of all ingredients that will be used in the manufacture of concrete proposed for use. The statement shall be accompanied by test reports and all test results from an independent commercial testing laboratory, attesting that the proportions stated will produce concrete of the qualities indicated. No substitutions shall be made in the materials used in the work without additional tests to show that the quality of the concrete is satisfactory.

C. Slump: In the field, slump shall be determined in conformance with ASTM C143, and shall be within the following limits: 1 inch to 4 inches. If mix design calls for less than 4" maximum slump, then slump shall be held to that limit.

3.4 BATCHING AND MIXING: Concrete of the ingredients and design mixes herein specified shall be measured, batched and mixed in conformance with ASTM C94. Semi-automatic plant, is a plant in which batching weights are set manually, mixes are changed

CAST-IN-PLACE CONCRETE 03300 - 6

manually and materials are batched automatically.

3.5 PLACING CONCRETE: Concrete shall be handled from mixer to place of final deposit in a continuous manner, as rapidly as practicable and without segregation or loss of ingredient until the approved unit of operation is completed. Concrete shall be placed in the forms, as nearly as practicable in final position in uniform, approximately horizontal layers not over 12 inches deep. Forms or reinforcement splashed with concrete shall be cleaned in advance of placing subsequent lifts. Concrete shall not be allowed to drop freely more than 5 feet in unexposed work nor more than 3 feet in exposed work. Where greater drops are required, a tremie or other approved means shall be employed. Car wash floor slab shall be placed in one day in a continuous pour.

A. Cold Weather Placement: All cold weather concreting shall conform to ACI 306

“Recommended Practice for Cold Weather Concreting.” Concrete shall be mixed and placed only when the temperature is at least 40 degrees F, and rising, unless permission to pour is obtained from the COR, in which event all material shall be heated and otherwise properly prepared so that batching and mixing can proceed in full accord with this specification. Suitable means shall be provided for maintaining the concrete at a temperature of at least 50 degrees F, for a period of 72 hours after placing, except that where high-early-strength cement is used, this period may be reduced to 24 hours. The methods proposed for heating the materials and protecting the concrete shall be approved by the COR. Salt, chemicals, or other materials shall not be mixed with the concrete for the purpose of preventing freezing. Accelerating agents shall not be used except when approved in writing by the COR.

B. Hot Weather Placement: All hot weather concrete shall conform to ACI 305.

Concrete shall not be placed if its temperature is above 90 degrees F. The concrete mix shall include ice in order to maintain its temperature below 90 degrees F.

3.6 COMPACTION: Immediately after placing, each layer of concrete shall be compacted by internal concrete vibrators supplemented by hand spading, rodding, and tramping.

Mechanical vibration by internal concrete vibrators is not required for slabs. Tapping or other external vibration of forms will not be permitted. Vibrators shall not be used to transport concrete inside forms. Internal vibrators submerged in concrete shall maintain a speed of not less than 7,000 impulses per minute. The vibrating equipment shall at all times be adequate in number of units and power to properly consolidate all concrete.

Spare units shall be on hand as necessary to produce satisfactory consolidation without causing objectionable segregation. The vibrators shall be applied at uniformly spaced points not farther apart than the visible effectiveness of the machine.

CAST-IN-PLACE CONCRETE 03300 - 7

3.7 BONDING AND GROUTING: Before depositing new concrete on concrete that has set, the surfaces of the set concrete shall be thoroughly cleaned of laitance, coatings, foreign matter, and loose particles. Forms shall be re-tightened. The cleaned surfaces shall be moist but shall be without free water when grout is applied. Apply an even coat of neat cement grout to old concrete surfaces before placing new concrete.

3.8 JOINTS

A. Expansion Joints – Shall be a maximum of 15’ on center along lengths of curbs and curbs and gutter, shall be of ½" premolded expansion joint material extending full depth.

B. Control Joints:

1. Construct control joints at 5’ maximum along lengths of curbs and curbs and gutters.

2. Use saw cuts 1/8-inch wide by 1/4 of concrete thickness, or inserts 1/4-inch wide by 1/4 of concrete thickness.

3. Form control joints by saw cuts or by inserting premolded plastic, hardboard, or fiberboard strip into fresh concrete until top surface of strip is flush with slab surface.

Tool slab edges round on each side of insert. After concrete has cured, remove inserts and clean groove of loose debris.

4. Control joints may also be formed by saw cuts as soon as possible after concrete finishing as may be safely done without dislodging aggregate and disturbing finished appearance, but not longer than 18 hours after placement.

3.9 FINISHES OF CONCRETE OTHER THAN SLABS-ON-GRADE:

A. Within 12 hours after forms are removed, remedy surface defects as specified herein.

1. Remove fins and loose material.

2. Honeycomb, aggregate pockets, and voids over ½-inch in diameter, shall be cut out to solid concrete, thoroughly wetted, brush-coated with neat cement grout and filled with mortar.

3. Use mortar made of 1 part blended portland and white cements to two parts fine aggregate passing the No. 15 mesh sieve, and water as little as necessary for handling and placing.

4. Patchwork shall finish flush and in the same plane as adjacent surface.

CAST-IN-PLACE CONCRETE 03300 - 8

3.10 CURING

A. Concrete shall be protected against moisture loss, rapid temperature change, mechanical injury from rain or flowing water, for the following period: Concrete shall be maintained in a moist condition at temperatures above 50 degrees F for the first 7 days or not less than 70 degrees F for the first 3 days. Concrete shall be protected from local application of heat. Curing activities shall be started as soon as free water has disappeared from the surface of the concrete after placing and finishing.

B. Moist Curing: Unformed surfaces shall be covered with burlap or mats, wetted before placing, and overlapped at least 6-inches. Burlap or mats shall be kept continually wet and in intimate contact with the surface. Where formed surfaces are cured in the forms, the forms shall be continually wet. Burlap shall be used only on surfaces that will be unexposed in the finished work and shall be in 2 layers.

C. Impervious-Sheet Curing: All surfaces shall be thoroughly wetted with fine spray of water and be completely covered with waterproof paper. Covering shall be lapped not less than 12-inches and securely weighted down.

D. Membrane-forming Compound Curing: The compound shall be applied on damp surfaces as soon as the moisture film…