NZPBridge Repair Amend 1.pdf

(x)

F09SOL00031

x x

3 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted; or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE RECEIVED AT

THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

OCON

Washington DC 20013-7012

MRC 1200

P.O. BOX 37012

OCON

OCON

Washington DC 20013-7012

MRC 1200

P.O. BOX 37012

SMITHSONIAN INSTITUTION

093310806/29/2009000001

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods: (a) By completing

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

06/29/2009

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not, is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

This is amendment # 1 to the Smithsonian Institution solicitation reference in Block 9 a of the SF Form 30, Amendment/Modification. The solicitation is amended as follows:

1. Addendum # 1- Provides drawings and specifications for alternate pricing of concrete paving in lieu of asphalt paving. Reference SI Addendum No. 1 dated July 29, 2009.

2. Addendum # 2- References two (2) changes and the answers to the questions presented by prospective bidders.

a. Change 1 to Section 09900-Par.2.1.C VOC Classification- Provide high-performance coating materials, including primers and undercoats with a VOC classification of 350 g/L or

Continued ...

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

Robert Fraga

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA

FAR (48 CFR) 53.243

NSN 7540-01-152-8070

Previous edition unusable

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

ITEM NO. SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

NAME OF OFFEROR OR CONTRACTOR

2 84

CONTINUATION SHEET

REFERENCE NO. OF DOCUMENT BEING CONTINUED PAGE OF

(A) (B) (C) (D) (E) (F)

F09SOL00031/000001

less and finish-coat materials that have a VOC classification of 250 g/L or less.

b. Change # 2 to Section 03300-Par. 2.1.B

Form Release Agent- Change maximum of 350g/L to

250 g/L volatile organic compounds.

c. Questions/Answers- Contains 9 questions and answers presented by prospective bidders.

3. Revised Bid/Form for Bridge repairs adding

Options for Bridges 1 & 3 and deducting

Alternative for Concrete Paving in lieu of

Asphalt Paving for Bridges 1, 2, & 3.

4. Add Davis-Bacon agreement DC20080001 dated

July 7, 2009 for Heavy and Highway Construction.

The submission date for proposal to this solicitation has been extended to Friday August

14, 2009 at PM.

Period of Performance: 08/31/2009 to 03/02/2010

NSN 7540-01-152-8067 OPTIONAL FORM 336 (4-86)

Sponsored by GSA

FAR (48 CFR) 53.110

Smithsonian Institution Addendum Office of Engineering Design & Construction

Project No: 0933108

Project Title: Repair Bridges (Road/Walkway Improvements)

Facility: Smithsonian National Zoological Park

Addendum No. 1

The following drawings and specifications pertain only to alternate pricing of concrete paving in lieu of asphalt paving:

A. Specification 01444 – Alternates ALTERNATE

B. Specification 03301 – Cast-in-Place Concrete ALTERNATE

C. Specification 03902 – Bridge Deck Overlays ALTERNATE

D. Specification 03903 – Portland Cement Concrete Pavements ALTERNATE

E. Specification 07901 – Joint Sealants ALTERNATE

F. Drawing S101A ALTERNATE

G. Drawing S102A ALTERNATE

H. Drawing S106A ALTERNATE

I. Drawing S107A ALTERNATE

J. Drawing S110A ALTERNATE

K. Drawing S111A ALTERNATE

L. Drawing S502A ALTERNATE

M. Drawing S503A ALTERNATE

N. Drawings S507A ALTERNATE

All other terms and conditions to remain the same.

You are to acknowledge receipt of this addendum, and to provide a separate price for DEDUCT ALTERNATE for Bridge #1, DEDUCT ALTERNATE for Bridge #2 and DEDUCT ALTERNATE for Bridge #3 in your proposal.

(END OF ADDENDUM NO. ONE)

600 Maryland Avenue, S.W. USPS Mail: OEDC Capital Gallery Suite 5001 MRC 511 Washington, D.C. 20024 P.O. Box 37012 Voice: 202.633.6230 Fax: 202.633.6233 Washington, D.C. 20013-7012

July 29, 2009

July 29, 2009 NZP Bridge Repairs OFEO Project No. 0933108 Addendum 001

SECTION 01444 - ALTERNATES

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes administrative and procedural requirements for Contract Alternates.

1.2 DEFINITIONS

A. ALTERNATES: An amount proposed by bidders and stated on the Bid Form for certain work that may be added to or deducted from the Base Bid amount if SI decides to accept a corresponding change either in the amount of construction to be completed or in the product, materials, equipment, systems, or installation methods described.

1. The cost or credit for each alternate is the net addition to or deduction from the Contract Sum to incorporate alternate work into the Contract. No other adjustments are made to the Contract Sum.

2. The time limitation on the SI’s acceptance of the Alternate will be stated in the Contractor’s Proposal.

1.3 PROCEDURES

A. Coordination: Modify or adjust affected adjacent work as necessary to completely integrate work of the Alternate into Project.

1. Include as part of each Alternate, miscellaneous devices, accessory objects, and similar items incidental to or required for a complete installation whether or not indicated as part of Alternate.

B. Notification: Immediately following award of the Contract, the Contracting Officer will notify each party involved, in writing, of the status of each Alternate. Indicate if Alternates have been accepted, rejected, or deferred for later consideration. Include a complete description of negotiated modifications to Alternates.

C. Execute accepted Alternates under the same conditions as other Work of the Contract.

D. Schedule: A Schedule of Alternates is included at the end of this Section. A Schedule of Alternates shall be included with the Contractor’s Proposal.

ALTERNATES 01444 - 1

July 29, 2009 NZP Bridge Repairs OFEO Project No. 0933108

ALTERNATES 01444 - 2

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.1 SCHEDULE OF ALTERNATES

A. The following are brief Work statements for the Bid Alternates. The complete Work requirements are identified in the drawings and specifications.

ALTERNATE 1 – DEDUCT To provide Concrete Paving in lieu of Asphalt Paving and all Work associated therewith for Bridge #1.

ALTERNATE 2 – DEDUCT To provide Concrete Paving in lieu of Asphalt Paving and all Work associated therewith for Bridge #2.

ALTERNATE 3 – DEDUCT To provide Concrete Paving in lieu of Asphalt Paving and all Work associated therewith for Bridge #3.

END OF SECTION 01444

July 29, 2009 Bridge Repairs NZP Project No. 933108

SECTION 03301 - CAST-IN-PLACE CONCRETE

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

B. Section 07901 Joint Sealants

1.2 SUMMARY

A. This Section specifies cast-in place concrete, including formwork, reinforcing, mix design, placement procedures, and finishes for sidewalks and pavements

B. Cast-in-place concrete includes the following:

1. Slabs-on-grade.

2. Sidewalks.

3. Preformed Expansion Joint Filler for sidewalks.

1.3 SUBMITTALS

A. General: Submit the following according to Conditions of the Contract and Division 1 Specification Sections.

B. Product data for proprietary materials and items, including reinforcement and forming accessories, admixtures, patching compounds, joint systems, curing compounds, and others if requested by COTR.

C. Shop drawings for reinforcement detailing fabricating, bending, and placing concrete reinforcement. Comply with ACI 315 and ACI Detailing Manual SP-66, showing bar schedules, stirrup spacing, bent bar diagrams, and arrangement of concrete reinforcement. Include special reinforcing required for openings through concrete structures.

D. Samples of materials as requested by COTR, including names, sources, and descriptions, as follows:

CAST-IN-PLACE CONCRETE 03301 - 1

1. Normal weight aggregates.

2. Fiber reinforcement.

E. Laboratory test reports for concrete materials and mix design test.

F. Material certificates in lieu of material laboratory test reports when permitted by COTR.

Manufacturer and Contractor, certifying that each material item complies with or exceeds specified requirements, shall sign material certificates. Provide certification from admixture manufacturers that chloride content complies with specification requirements.

G. Data sheets for all machines listed under EQUIPMENT.

H. Tie Rod Assembly details and data sheets and a sample.

1.4 QUALITY ASSURANCE

A. Codes and Standards: Comply with provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified:

1. American Concrete Institute (ACI) 301, "Specifications for Structural Concrete for Buildings."

2. Concrete Reinforcing Steel Institute (CRSI) "Manual of Standard Practice."

B. Concrete Testing Service: The Contractor shall engage a testing and inspection agency to perform material evaluation tests and to inspect the reinforcement and formwork during construction.

C. Materials and installed work may require testing and retesting at any time during progress of Work. Tests, including retesting of rejected materials for installed Work, shall be done at Contractor's expense.

D. Certification: After completion of concrete work, the testing and inspection agency shall submit a certification letter stamped and sealed by a Professional Structural Engineer registered in District of Columbia stating that the concrete and reinforcing work conforms to the contract documents.

E. Delivery, Storage, and Handling: Deliver, store, and handle steel reinforcement to prevent bending and damage.

PART 2 - PRODUCTS

2.1 FORM MATERIALS

CAST-IN-PLACE CONCRETE 03301 - 2

A. Rough-Formed Finished Concrete: Plywood, lumber, metal, or another approved material. Provide lumber dressed on at least two edges and one side for tight fit.

B. Form Release Agent: Provide commercial formulation form release agent with a maximum of (250 g/L) volatile organic compounds (VOCs) that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.

2.2 REINFORCING MATERIALS

A. Epoxy-Coated Reinforcing Bars: ASTM A 775.

B. All reinforcement for sidewalks shall be epoxy coated.

C. Epoxy-Coated Wire: ASTM A 884, Class A coated, plain-steel wire.

D. Steel wire in contact with epoxy-coated reinforcement shall also be epoxy-coated.

E. Epoxy-Coated Welded Wire Fabric: ASTM A 884, Class A.

F. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire fabric in place. Manufacture bar supports according to CRSI’s “Manual of Standard Practice” from steel wire, plastic, or precast concrete or fiber-reinforced concrete of greater compressive strength than concrete, and as follows:

1. For epoxy-coated reinforcement, use epoxy-coated or other dielectic-polymer-coated wire bar supports.

2.3 CONCRETE MATERIALS

A. Portland Cement: ASTM C 150, Type I.

1. Use one brand of cement throughout Project unless otherwise acceptable to

COTR.

B. Fly Ash: ASTM C 618, Type F.

C. Normal-Weight Aggregates: ASTM C 33 and as specified. Provide aggregates from a single source for exposed concrete.

1. For exposed exterior surfaces, do not use fine or coarse aggregates that contain substances that cause spalling.

CAST-IN-PLACE CONCRETE 03301 - 3

2. Local aggregates not complying with ASTM C 33 that have been shown to produce concrete of adequate strength and durability by special tests or actual service may be used when acceptable to COTR.

D. Water: Potable.

E. Fiber Reinforcement: Polypropylene fibers engineered and designed for secondary reinforcement of concrete slabs, complying with ASTM C 1116, Type III, not less than ¾ inches long.

F. Admixtures, General: Provide concrete admixtures that contain not more than 0.1 percent chloride ions.

G. Air-Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other required admixtures.

H. Water-Reducing Admixture: ASTM C 494, Type A.

I. High-Range Water-Reducing Admixture: ASTM C 494, Type F or Type G.

J. Water Reducing, Accelerating Admixture: ASTM C 494, Type E.

K. Water Reducing, Retarding Admixture: ASTM C 494, Type D.

2.4 RELATED MATERIALS

A. Load Transfer Assemblies: The load transfer assembly for all transverse expansion and contraction joints shall be of a material and design approved prior to use. The assembly shall provide means for transfer of load across the joint by use of dowels or other approved methods. Only the dowels shall cross the joint. Load transfer assemblies shall be similar to VDOT standard drawing 301.03A or the contract plans or approved equal.

The assembly shall be a single unit and of a length equal to the width of the slab being constructed. It shall be sufficiently rigid to hold each dowel in correct position and alignment with 1/8 inch in 12 inches and to support the weight of a man such that when the weight is removed, the dowels will be within the specified position and alignment.

Assemblies fabricated for use with preformed expansion joint filler shall be constructed such that the filler will be firmly held in a vertical position and in a straight line during placement of concrete. Dowel bars shall be plain rounded bars of the diameters and lengths as shown on the standard drawings or contract plans and shall be coated with an approved lubricant. All dowels shall meet the requirements of AASHTO M 31, Grade 60.

B. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approximately 9-oz./sq. yd., complying with AASHTO M 182, Class 2.

C. Moisture-Retaining Cover: One of the following, complying with ASTM C 171.

CAST-IN-PLACE CONCRETE 03301 - 4

1. Waterproof paper.

2. Polyethylene film.

3. Polyethylene-coated burlap.

D. Liquid Membrane-Forming Curing Compound: Liquid-type membrane-forming curing compound complying with ASTM C 309, Type I, Class A. Moisture loss not more than when applied at 200 sq. ft./gal.

E. Water-Based Acrylic Membrane Curing Compound: ASTM C 309, Type I, Class B.

1. Provide material that has a maximum volatile organic compound (VOC) rating of 350 g/L.

F. Evaporation Control: Monomolecular film-forming compound applied to exposed concrete slab surfaces for temporary protection from rapid moisture loss.

G. BURLAP - Burlap shall meet the requirements of AASHTO M 182, Class 3.

H. Expansion Joint Material for Sidewalks: Bituminous fiber type conforming to AASTHO M213.

I. BROOMS

1. FOR PAVEMENT SURFACE: The brooms used to produce a roughened surface on the Portland Cement Concrete pavement shall be street brooms with split bamboo bristles or metal-bristle brooms made especially for this purpose. The length of the broom handle shall be at least 1/2 the slab width and the broom width shall not be less than 14 inches.

2. FOR USE ON SIDEWALK SURFACE: Brooms used for finishing sidewalk surfaces shall be of the hair or bristle type, and shall be not less than 14 inches in width. Nylon brooms shall not be permitted.

J. HAIR BRUSHES. Brushes used for finishing concrete curb shall be of the hair or bristle type. Nylon brushes shall not be permitted.

K. STRAIGHTEDGES: Straightedges shall be 10 feet in length, constructed of a light, durable metal, and have handles securely attached. The straightedge shall not vary more than 1/32 inch in 10 feet from a true plane.

CAST-IN-PLACE CONCRETE 03301 - 5

2.5 PROPORTIONING AND DESIGNING MIXES

A. Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 301. For the trial batch method, use an independent testing agency acceptable to COTR for preparing and reporting proposed mix designs.

1. Do not use the same testing agency for field quality control testing.

2. Limit use of fly ash to not exceed 25 percent of cement content by weight.

B. Submit written reports to COTR of each proposed mix for each class of concrete at least 15 days prior to start of Work. Do not begin concrete production until proposed mix designs have been reviewed by COTR.

C. Design mixes to provide normal weight concrete with the following properties as indicated on drawings and schedules (min. cement content (lbs/yd 658):

1. Concrete Pavements: 4500 psi, 28-day compressive strength. Max water cement ratio w/c ratio 0.44

2. Sidewalks 4000 psi, 28 day compressive strength. Max water cement w/c ratio 0.44

D. Slump Limits: Proportion and design mixes to result in concrete slump at point of placement 2-3 inches.

E. Field Air Content 5-8% by volume.

F. Fine and Course aggregates shall not contain any material that is deleteriously reactive with alkalies in the cement in an amount sufficient to cause excessive expansion of mortar or concrete, except that if such materials are present in injurious amounts, the fine and coarse aggregates may be used with a cement containing less than 0.6 percent alkalies calculated as sodium oxide or with the addition of a material that has been shown to prevent harmful expansion due to alkali-aggregate reaction. The concrete shall not contain more than 3% reactive constituents as defined by ASTM C295 and pass at least one of the following criteria as may be applicable in accordance with ASTM C289, C227, C586, C9 and C1260.

G. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, as accepted by COTR Laboratory test data for revised mix design and strength results must be submitted to and accepted by COTR before using in Work.

H. Fiber Reinforcement: Where indicated to be included, add at manufacturer's recommended rate but not less than 2.0 lb/cu. yd. in concrete.

CAST-IN-PLACE CONCRETE 03301 - 6

2.6 ADMIXTURES

A. Use water-reducing admixture or high-range water-reducing admixture (superplasticizer) in concrete, as required, for placement and workability.

B. Use accelerating admixture in concrete slabs placed at ambient temperatures below 50 deg F.

C. Use high-range water-reducing admixture in pumped concrete, and all above grade exposed concrete.

D. Use air-entraining admixture in concrete unless otherwise indicated. Add air-entraining admixture at manufacturer's prescribed rate to result in concrete at point of placement having total air content with a tolerance of plus or minus 1-1/2 percent within the following limits:

1. Concrete exposed to freezing and thawing, deicer chemicals, or hydraulic pressure:

a. 5.0 percent for 3/4 inch maximum aggregate.

E. Use admixtures for water reduction and set accelerating or retarding in strict compliance with manufacturer's directions.

2.7 CONCRETE MIXING

A. Job-Site Mixing: Not permitted.

B. Ready-Mixed Concrete: Comply with requirements of ASTM C 94, and as specified.

1. When air temperature is between 85 deg F and 90 deg F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes, and when air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes.

PART 3 - EXECUTION

3.1 EQUIPMENT

A. Equipment and tools necessary for handling materials and performing the work shall be subject to the approval of the COTR.

B. The concrete spreading machine shall be power driven and capable of spreading the concrete to the full width and depth specified. It shall have multiple speeds in both reverse and forward gears. The apparatus shall be capable of spreading the concrete to both the depth specified for reinforcement and the full thickness of the slab without

CAST-IN-PLACE CONCRETE 03301 - 7

segregation and without interfering with the joints or reinforcement. It shall not disturb the form due to lateral pressure of the spreading operation, and the weight of the machine shall not cause settlement of the forms. The spreader shall be equipped with traction wheels with dismountable rims to be used when operating on concrete. Suitable means shall be provided to keep material off the wheels and the top of the forms or slab.

The spreading shall be accomplished by a suitable device of the reversing type, followed by a strike-off screed. The strike-off screed shall be adjustable to the specified crown and section.

C. MOUNTED VIBRATORS: Vibrators for full width vibration of concrete paving slabs shall be the internal type with either immersed tube of multiple spuds. They may be attached to the spreader or the finishing machine or may be mounted on a separate carriage. They shall not come in contact with the joint, load transfer devices, base course material or side forms. The frequency of the surface vibrators shall not be less than 3,500 impulses per minute, and the frequency of the internal type shall not be less than 7,000 impulses per minute for spud vibrators. When spud type internal vibrators, attached to spreaders or finishing machines, are used adjacent to forms, they shall have a frequency of not less than 3,500 impulses per minute.

D. HAND HELD VIBRATORS: Internal vibrators, such as the spud type, for compacting concrete at joints and manholes shall be of an approved type and shall operate at a frequency capable of producing at least 5,000 impulses per minute. They shall not be of such weight as to be unwieldy in application and shall have sufficient cable to permit movement to any location by the COTR.

E. BRIDGE DECK FINISHING MACHINES: The concrete finishing machine shall be hydraulically driven, capable of variable traveling speeds in both forward and reverse directions. The machine shall have a rotating auger and cylinder device that shall oscillate in the transverse direction for leveling and finishing concrete. The auger shall be 8 to 12 inches in diameter and shall be capable of leveling the concrete to the approximate finished grade. The cylinder shall have the same diameter as the auger and shall be approximately 4 feet long. The cylinder shall be capable of consolidating the surface and screeding to the final finished grade while traveling in one transverse direction and finishing while traveling in the opposite direction. A pan- type vibrator shall be mounted directly ahead of the auger to insure final compaction of any surface voids caused by workers after initial vibration. A steel float pan shall be mounted directly behind the cylinder and shall be capable of imparting a final seal to the concrete. The machine carriage shall be fully adjustable. The machine shall be capable of being adjusted in the vertical direction to within 1/16 inch of the elevation and cross section shown on the plans, including parabolic and straight crowns. The machine shall be capable of being adjusted to any width from 12 feet to the full width of the bridge deck. The machine shall be capable of automatically widening or narrowing to finish tapered deck areas. The machine shall be kept in true adjustment. Machines out of adjustment shall not be used until proper adjustments have been made and the adjustments approved by the COTR. For machines that have both spreading and

CAST-IN-PLACE CONCRETE 03301 - 8

finishing capabilities the COTR will require that a minimum of two passes with the same machine be made to provide adequate floating and consolidation.

F. FLOATS. The small hand float used to finish the pavement surfaces adjacent to the curb shall be made of wood and be at least 12 inches in length. The float used to finish concrete pavement shall be 8 inches in width and a minimum of 4 feet in length. The minimum length of attached handle shall be 16 feet and at least 4 feet longer than the width of the slab on which it is used.

3.2 PREPARATION OF GRADE

A. The top elevation of the concrete pavement is to match the elevation of the existing asphalt. The contractor shall survey and record the existing asphalt pavement elevations at intervals as necessary (10 feet minimum) to define the existing vertical alignment and cross sections prior to removing the asphalt.

B. After the roadbed, including the area that will support the paving equipment, has been graded and compacted, the grade shall be fine graded to correct elevation, extending the work as necessary beyond each edge of the proposed concrete pavement. Before or after side forms have been securely set to grade, the subgrade shall be brought to the proper cross section. The finished grade shall be maintained in a smooth and compacted condition until pavement is placed.

C. The alignment and grade elevations of the forms shall be checked and corrections made by the Contractor immediately before placing the concrete. When any form has been disturbed or any grade has become unstable, the form shall be reset and rechecked.

D. After final proofrolling of the subgrade, the waterproofing shall be placed.

3.3 FORMS

A. General: Design, erect, support, brace, and maintain formwork to support vertical, lateral, static, and dynamic loads that might be applied until concrete structure can support such loads. Construct formwork so concrete members and structures are of correct size, shape, alignment, elevation, and position. Maintain formwork construction tolerances and surface irregularities complying with the following ACI 347 limits:

1. Provide Class A tolerances for concrete surfaces exposed to view.

2. Provide Class C tolerances for other concrete surfaces.

B. Construct forms to sizes, shapes, lines, and dimensions shown and to obtain accurate alignment, location, grades, level, and plumb work in finished structures. Provide for openings, offsets, sinkages, keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features

CAST-IN-PLACE CONCRETE 03301 - 9

C. Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces where slope is too steep to place concrete with bottom forms only. Kerf wood inserts for forming keyways, reglets, recesses, and the like for easy removal.

3.4 PLACING REINFORCEMENT

A. General: Comply with Concrete Reinforcing Steel Institute's recommended practice for "Placing Reinforcing Bars," for details and methods of reinforcement placement and supports and as specified.

1. Do not cut or puncture vapor retarder/barrier during reinforcement placement and concreting operations. Repair damages before placing concrete.

B. Clean reinforcement of loose rust and mill scale, earth, ice, and other materials that reduce or destroy bond with concrete.

C. Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as approved by the COTR.

D. Place reinforcement to maintain minimum coverages as indicated for concrete protection. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces.

E. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction.

3.5 EPOXY-COATED STEEL REINFORCEMENT

A. Epoxy-Coated Reinforcement: Repair cut and damaged epoxy coatings with epoxy repair coating according to ASTM D 3963. Use epoxy-coated steel wire ties to fasten epoxy-coated steel reinforcement.

B. Use nylon lifting slings, or padded wire rope slings.

C. Use spreader bars for lifting bar bundles, or lifting bundles at the third points with nylon or padded slings. Bundling bands shall be made of nylon, or be padded.

CAST-IN-PLACE CONCRETE 03301 - 10

D. Store coated bars on padded or wooden cribbing.

E. Do not drag coated bars over the ground, or over other bars.

F. Set up, support and convey concrete and placing equipment carefully to minimize damage to the bar coating.

3.6 JOINTS

A. GENERAL Longitudinal and transverse joints shall be located and constructed as shown on the contract documents. All joints shall be perpendicular to the pavement surface and perpendicular, radial, or parallel to the roadway centerline or as directed.

The sequence of construction of various slabs shall be determined by the Contractor with the approval of the COTR.

B. LONGITUDINAL JOINTS: Longitudinal joints shall be either formed or sawn. Joints between separately constructed roadway slabs and curb and gutter sections shall be formed. Longitudinal center joints shall be installed in a manner so that full contact is made at intersections with transverse joints. Longitudinal joints shall have load transfer assemblies, constructed and spaced as shown in the contract documents. The initial installation of the load transfer assembly shall be firmly held in place in a manner that does not affect the waterproofing.

C. TRANSVERSE CONTRACTION JOINTS. Transverse contraction joints shall be constructed and located as shown in the contract documents. Where concrete curb and gutter, or gutter is constructed integrally with portland cement concrete pavement, base, or alley, expansion joints and control joints shall be formed at the same intervals and in line with the transverse joints in the pavement or base. The expansion joints shall be of the same material and thickness as used in the pavement slab. At least 2 dowel bars of the same diameter as used in the pavement shall be placed across each expansion joint and control joint in curb and/or gutter and shall be spaced as specified above for separately constructed sections.

D. SAWN JOINTS. Longitudinal or transverse contraction joints may be sawn when permitted by the COTR. The Contractor shall provide sawing equipment adequate in number of units and power to complete the sawing to the required dimensions and at the required rate to control cracking. The Contractor shall provide adequate artificial lighting facilities for night sawing. All joints shall be sawn before uncontrolled shrinkage cracking takes place and shall be regulated so that each joint is sawn 4 to 24 hours after placement of concrete. If necessary, the sawing operation shall be performed day and night, regardless of weather conditions. The concrete shall have hardened sufficiently to permit sawing without damage by blade action to the pavement surface or to concrete adjacent to the joint. Slight, though not excessive, raveling will be permissible along the joint edge. They shall be completed before placing concrete in the succeeding adjacent lane. The sawing of any joint shall be omitted if a crack occurs

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over load transfer devices prior to the time of sawing. Sawing shall be discontinued when a crack develops ahead of the saw. In general, all joints shall be sawn in sequence.

E. Joints in Sidewalks.

1. Unless indicated otherwise on the drawings, install 1/2” expansion joint a maximum spacing of 15 ft on center and where sidewalk abuts steps, walls, curbs, buildings or other construction.

2. Unless indicated on the drawings, score sidewalks to depth of 1 inch at 8 ft on center.

3. Provide ¼ radius at all expansion joints.

3.7 INSTALLING EMBEDDED ITEMS

A. Forms for Slabs: Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and contours in finished surfaces. Provide and secure units to support screed strips using strike-off templates or compacting-type screeds.

3.8 PREPARING FORM SURFACES

A. General: Coat contact surfaces of forms with an approved, nonresidual, low-VOC, form-coating compound before placing reinforcement.

B. Do not allow excess form-coating material to accumulate in forms or come into contact with in-place concrete surfaces against which fresh concrete will be placed. Apply according to manufacturer's instructions.

1. Coat steel forms with a nonstaining, rust-preventative material. Rust-stained steel formwork is not acceptable.

3.9 CONCRETE PLACEMENT

A. NIGHT WORK: Concrete shall be placed during daylight hours unless otherwise permitted by the COTR. If the placement of concrete is permitted at night, an adequate lighting system shall be provided for both placement operations and inspection testing.

A minimum of 20 foot-candles illumination at the slab elevation shall be provided at all areas within both the placement and testing site. The Contractor shall provide a suitable light meter to the COTR for approval. In addition, before any initial slab placement operation, a test run shall be made to insure that the specified illumination is provided.

If a portable generator is used, an emergency backup generator shall be available at the job site.

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B. Before placing concrete, inspect and complete formwork installation, and items to be embedded or cast in. Provide a minimum of 24 hours notice of all required inspections or as approved by COTR.

C. General: Comply with ACI 304, "Guide for Measuring, Mixing, Transporting, and Placing Concrete," and as specified.

D. The concrete shall be deposited on the grade in such manner as to require as little re-handling as possible and to prevent segregating of the materials. Placing shall be continuous between transverse joints without the use of intermediate bulkheads.

Spreading shall be accomplished with a mechanical spreader as specified in 905.05.

Necessary hand spreading shall be done with square-faced shovels, not rakes or hoes.

Workmen shall not be allowed to walk in the freshly mixed concrete with boots or shoes coated with earth or foreign substances.

E. Where concrete is to be placed adjoining a previously constructed lane of pavement and heavy equipment will be operated upon the existing lane of pavement, the concrete in that lane shall have attained a flexural strength of 550 psi or a compressive strength of 3500 psi. If only finishing equipment is carried on the existing lane, paving in adjoining lanes may be permitted after 3 days. Equipment that will damage the surface of the existing pavement will not be permitted. Concrete hauling units will not be allowed to operate over the base course when, in the opinion of the COTR, they will damage or change the uniformity of the base course. Should any concrete materials fall on or be worked into the surface of a completed slab, they shall be removed immediately by approved methods.

F. All concrete shall be consolidated with spud vibrators meeting the requirements of

905.07. Concrete shall be thoroughly consolidated throughout the entire slab. The vibrator shall not come into contact with the joints, load transfer devices, side forms or the base course. In no case shall the vibrator be operated longer than 5 seconds in any one location. When fabric or bar mat reinforcement is placed by mechanical equipment that uses vibration or a tamping action, other vibratory equipment may be eliminated except in areas adjacent to side forms. Any evidence of honeycombing or lack of consolidation shall be sufficient reason to require removal and replacement of the concrete at the Contractor’s expense.

G. Concrete shall be deposited as near to the expansion joints as possible without touching them. It shall then be shoveled against both sides of the joint simultaneously, maintaining equal pressure on both sides. Care shall be taken that it is worked under the load transfer devices. The concrete shall not be dumped directly upon or against the joints, nor shall it be shoveled or dropped directly on top of the load transfer devices. In placing the concrete against expansion and contraction joints and in operating a vibrator adjacent to them, workmen shall avoid stepping upon or disturbing in any way the joints or load transfer devices, either before or after they are covered with concrete. Concrete shall be placed over and around dowels in a manner so that dowels are fully embedded

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without displacement. If any of the dowel bars are displaced, they shall be realigned before the finishing machine passes over them.

H. STRIKE-OFF OF CONCRETE AND PLACEMENT OF REINFORCEMENT:

Following the placing of the concrete, it shall be struck off with a mechanical spreader to conform to the cross section or typical section shown on the plans and to an elevation such that when the concrete is properly consolidated and finished, the surface of the pavement will be reasonably close to the elevation shown on the plans or as approved by the COTR. Reinforced concrete pavement shall be placed in two layers. The entire width of the bottom layer shall be struck off and consolidated to such length and depth that reinforcement may be laid full length on the concrete in its final position without further manipulation. The reinforcement shall then be placed directly upon the concrete, after which the top layer of the concrete shall be placed, struck off, screeded and consolidated. Any portion of the bottom layer of concrete that has been placed more than 30 minutes without being covered with the top layer shall be removed and replaced with freshly mixed concrete at the Contractor’s expense. Reinforcing steel shall be straight and its surface condition shall be free from dirt, oil, paint, grease, loose mill scale and loose or thick rust which could impair the bond of the steel with the concrete.

I. FINAL STRIKE-OFF, CONSOLIDATION AND FINISHING

1. GENERAL. The sequence of operations shall be the strike-off, consolidation, floating, removal of laitance, straight edging and final surface finishing. Work bridges or other devices necessary to provide access to the pavement surface for the purpose of finishing, straight edging and making corrections as hereinafter specified, shall be provided by the Contractor. Finishing machines shall be used to finish the pavement. In general, the addition of superficial water to the surface of the concrete to assist in finishing operations will not be permitted.

2. MACHINE FINISHING. The concrete shall be distributed or spread as soon as placed, consolidated and struck off and screeded by an approved finishing machine. The machine shall go over each area of pavement as many times and at such intervals as necessary to give the proper consolidation and leave a surface of uniform texture. Excessive operation over a given area shall be avoided. The tops of the forms shall be kept clean by an effective device attached to the machine, and the travel of the machine on the forms shall be maintained true without lift, wobbling or other variation affecting the precision finish. During the first pass of the finishing machine, a uniform ridge of concrete shall be maintained ahead of the front screed for its entire length. If a uniform and satisfactory density of concrete is not obtained at joints, along forms, at structures, and throughout the pavement, the Contractor will be required to furnish equipment and use methods that will produce pavement conforming to the requirements specified herein at his own expense.

3. FINISHING AT JOINTS. The concrete adjacent to joints shall be compacted or firmly placed without voids or segregation against the joint material, also under

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and around all load transfer devices, joint assembly units, and other features designed to extend into the pavement. Concrete adjacent to joints shall be mechanically vibrated as specified. After the concrete has been placed and vibrated adjacent to the joints, the finishing machine shall be brought forward, operating in a manner to avoid damage or misalignment of joints. If uninterrupted operation of the finishing machine, to, over, and beyond the joints causes segregation of concrete, damage to, or misalignment of the joints, the finishing machine shall be stopped when the front screed is approximately 8 inches from the joint. Segregated coarse aggregate shall be removed from both sides of and off the joint. The screed shall be lifted and brought across the joint. The forward motion of the finishing machine shall then be resumed. When the second screed is close enough to permit the excess mortar in front of it to flow over the joint, it shall be lifted and carried over the joint. Thereafter, the finishing machine may be run over the joint without lifting the screeds, provided there is no segregated course aggregate immediately between the screed or on top of the joint. After the concrete has been placed on both sides of the joint and struck off, the installing bar or channel cap shall be slowly and carefully withdrawn, leaving the preformed filler in place. After the installing bar or channel cap is completely withdrawn, a tapered wooden strip shall be temporarily inserted in the joint, and freshly mixed concrete shall be worked into any depressions left by the removal of the installing bar. The installing bar shall be cleaned and oiled prior to each installation of a joint.

4. HAND FINISHING. Unless otherwise specified, hand finishing methods will not be permitted except under the following conditions:

a. In the event of breakdown of the mechanical equipment, hand methods may be used to finish the concrete already deposited on the grade when the breakdown occurs. Narrow widths, areas of irregular dimensions or areas where operation of mechanical equipment is impractical, may be finished by hand methods.

b. When finishing by hand is permitted, the concrete shall be placed to the full thickness required in successive batches for the entire width between construction joints shown on the plans. The concrete shall be vibrated internally during placing as specified herein, and shall be screeded off with a steel shod screed weighing not less than 15 pounds per linear foot. The screed shall be constructed so that it can be set accurately to whatever roadway crown is required. It shall be operated by a sawing motion and moved forward on substantial screed supports set at proper elevations. The shape and construction of the screed shall meet the approval of the COTR.

The screeding shall be repeated, as required, accompanied by tamping, or other operations necessary to provide an even, approved surface ready for floating.

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5. FLOATING AND REMOVAL OF LAITANCE: After screeding is completed, the surface shall be floated. The float shall be operated transversely with a combined longitudinal and transverse motion and with a sufficient number of passes to smooth all ridges and fill all depressions. Excess water and soupy material shall be wasted over the forms at each pass.

6. STRAIGHTEDGING AND SURFACE CORRECTION. After the floating has been completed and the excess water removed, but while the concrete is still plastic, the surface shall be tested in accordance with 501.16. Depressions shall be immediately filled with freshly mixed concrete, struck off, consolidated, refinished and retested. High areas shall be cut down and refinished. Special attention shall be given to assure that the surface across joints meets the requirements for smoothness. Straightedge testing and surface corrections shall continue until the entire surface is found to be free from observable departures, and the slab conforms to the required grade and cross section.

7. FINAL SURFACE FINISH: After the concrete has been floated and the surface corrected, it shall be finished by dragging the surface in a longitudinal direction with burlap. This drag shall be worked with a longitudinal motion, care being used not to permit the edges to dig into the surface of the concrete or to work the crown out of the pavement. After the water sheen has practically disappeared, but previous to any initial set, the surface shall be given the final finish by brooming with a broom. The broom shall be moved from one side of the pavement to the other without interruption. The travel of the broom shall overlap a small amount.

The brooming shall be perpendicular to the center line of the pavement and so executed that the corrugations thus produced will be of uniform character and width and not more than 1/8 inch in depth, with the resulting surface free from objectionable depressions or projections that might be formed by improper handling. The brooming must be completed before the edges of the pavement and joints are rounded. The surface of the pavement adjacent to all curbs, i.e., in the flow line of the gutter, shall be troweled and finished with hair brooms or hair brushes.

8. EDGING AT FORMS AND EXPANSION JOINTS. All joints and edges shall be rounded to 1/4-inch radius.

J. The finished surface of the pavement shall conform to the grade, alignment and cross section specified. The surface shall be tested with a straightedge laid parallel to the center line of the pavement. Any deviation of the pavement surface in excess of 1/8 inch in 10 feet shall be immediately corrected. Extreme care shall be exercised to see that there is no deviation at joints. The Contractor shall be held responsible for the trueness of the surface of the pavement and shall be required to correct any deviation from the alignment, grade and cross-section as specified. Dusting with cement or sprinkling with water will not be permitted.

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K. Cold-Weather Placement: Comply with provisions of ACI 306.1 “Standard Specifications for Cold-Weather Concreting” and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

L. When air temperature has fallen to or is expected to fall below 40 deg F, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg F and not more than 80 deg F at point of placement.

1. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials.

2. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise accepted in mix designs.

M. Hot-Weather Placement: When hot weather conditions exist that would impair quality and strength of concrete, place concrete complying with ACI 305R “Standard Specification for Hot-Weather Concreting” and as specified.

1. Cool ingredients before mixing to maintain concrete temperature at time of placement to below 90 deg F. Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.

2. Fog spray forms, reinforcing steel, and subgrade just before placing concrete.

Keep subgrade moisture uniform without puddles or dry areas.

3. Use water-reducing retarding admixture when required by high temperatures, low humidity, or other adverse placing conditions, as acceptable to COTR.

3.10 CONCRETE CURING AND PROTECTION

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. In hot, dry, and windy weather protect concrete from rapid moisture loss before and during finishing operations with an evaporation-control material. Apply according to manufacturer's instructions after screeding and bull floating, but before power floating and troweling.

B. Start initial curing as soon as free water has disappeared from concrete surface after placing and finishing. Weather permitting, keep continuously moist for not less than 7 days. Curing Methods: Cure Concrete Pavement by burlap curing. Cure walks and curbs by curing compound or burlap curing.

C. BURLAP CURING. Burlap shall be placed as soon as it may be done without injury to the concrete. It shall be overlapped in half widths of strips so as to provide a double

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thickness throughout its coverage. It shall be saturated prior to placement and placed wet. It shall be kept wet continuously for a minimum of 72 hours.