Amendment 0002 - TR Roadway and Bridge Rehabilitation.pdf

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CONCRETE OVERLAYMENT - LATEX MODIFIED CONCRETE

PART 1 GENERAL

The specification here-in, specifically regarding materials, craftsmanship and execution of the project design, was developed from MoSSHC, (MODOT 2018 Specifications). In the event a question for products, materials, or execution is not clear, or creates conflict, the MODOT 2018 may be used to obtain resolution.

1.1 UNIT PRICES

Method of Measurement for Unit Prices. Final measurement will not be made except for authorized changes during construction or where appreciable errors are found in the contract quantity. The area of concrete wearing surface will be measured and computed to the nearest square yard. This area will be measured longitudinally from end to end of bridge deck and transversely between roadway face of curbs, excluding from measurement the area of drains and expansion devices. The revision or correction will be computed and added to or deducted from the contract quantity.

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T22 Standard Method of Compressive Strength of Cylindrical Concrete Speciments

AASHTO T23 Standard Method of Test for Making and Curing Concrete Test Specimens in the Field

AASHTO T152 Standard Method of Test for Air Content of Freshly Mixed Concrete by the Pressure Method

AASHTO T157 (2012) Standard Method of Test for Air-Entraining Admixtures for Concrete

AASHTO T119M/T119 (2018) Standard Method of Test for Slump of Hydraulic Cement Concrete

AASHTO 121M/T 121 Standard Method of Test for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 301 (2016) Specifications for Structural Concrete

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TANEY COUNTY, MISSOURI JOC

AMENDMENT 0002 TO SOLICITATION W9127S20R0008 on 07/30/2020

ACI 304R (2000; R 2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 121R (2008) Guide for Concrete Construction Quality Systems in Conformance with ISO

ACI 308.1 (2011) Specification for Curing Concrete

ACI SP-15 (2011) Field Reference Manual: Standard Specifications for Structural Concrete ACI 301-05 with Selected ACI References

ACI SP-2 (2007; Abstract: 10th Edition) ACI Manual of Concrete Inspection

ASTM INTERNATIONAL (ASTM)

ASTM C1017/C1017M (2013; E 2015) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C1077 (2015) Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C1260 (2014) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C150/C150M (2015) Standard Specification for Portland Cement

ASTM C1293 (2008; R 2015) Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction

ASTM C1567 (2013) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM A934/A934M (2016) Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing Bars

ASTM C31/C31M (2012) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2013) Standard Specification for Concrete Aggregates

ASTM C330/C330M (2014) Standard Specification for Lightweight Aggregates for Structural Concrete

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ASTM C618 (2012a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C78/C78M (2015a) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C171 (2016) Standard Specification for Sheet Materials for Curing Concrete

ASTM C989/C989M (2014) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM E70 Standard Test Method for pH of Aqueous Solutions With the Glass Electrode

ASTM C1602/C1602M (2018) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM D3042 (2017) Standard Test Method for Insoluble Residue in Carbonate Aggregates

ASTM D1644 Standard Test Methods for Nonvolatile Content of Varnishes

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2009; 28th Ed) Manual of Standard Practice

U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)

Report No. FHWA RD 78 35 FHWA highway Traffic Noise Prediciton Model

MISSOURI DEPARTMENT OF TRANSPORTATION

MoDOT TM20 Measurement of Air, Surface or Bituminous Temperature

MoSSHC Missouri Standard Specifications for Highway Construction

1.3 ADMINISTRATIVE REQUIREMENTS

1.3.1 Sequencing

At no time shall the bridge be supported on jacks while demolition of the bridge deck is ongoing. Submit a lifting plan which details the grout for bearings to be used as well as full calculations stamped by a professional engineer in the state of Missouri. The lifting plan shall include calculations, details, and drawings of sufficeint detail to show the bridge will be lifted with no damage to any components of the structure;

and maintain safe a working environment. (AM0002) The bridge shall not be lifted more than 0.10 inches without approval from the COR. The bridge bearings shall be rehabbed in place and shall not be removed.

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TANEY COUNTY, MISSOURI JOC

AMENDMENT 0002 TO SOLICITATION W9127S20R0008 on 07/30/2020

M4CT9LSR

Highlight

1.4 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for Contractor Quality Control approval. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government.

Submit the following in accordance with the JOC Contract SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Concrete Curing Plan

Quality Control Plan

Quality Control Personnel

Laboratory Accreditation

Plan For Volumetric Mixing, Testing, And Measuring

Waste Management Plan; G

SD-03 Product Data

Water

Cementitious Materials; G

Latex Emulsion; G

Safety Data Sheets

Grout For Bearings

SD-05 Design Data

Concrete Mix Design; G, DO

Mix Design; G

Materials

Admixtures; G

Aggregate; G

Lifting Plan; G

SD-06 Test Reports

Pozzolan

Slag Cement

Aggregates

SD-07 Certificates

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Certification

Field Testing Technician And Testing Agency

1.5 QUALITY CONTROL

1.5.1 QUALITY CONTROL PLAN

Develop and submit for approval a concrete quality control program in accordance with the guidelines of ACI 121R and as specified herein. The plan must include approved laboratories. Provide direct oversight for the concrete qualification program inclusive of associated sampling and testing. All quality control reports must be provided to the Contracting Officer, Quality Manager and Concrete Supplier. Maintain a copy of ACI SP-15 and CRSI 10MSP at project site.

1.5.1.1 Quality Control Personnel

The Contractor must submit for approval the responsibilities of the various quality control personnel, including the names and qualifications of the individuals in those positions and a quality control organizational chart defining the quality control hierarchy and the responsibility of the various positions. Quality control personnel must be employed by the Contractor.

Submit American Concrete Institute certification for the following:

a. CQC personnel responsible for inspection of concrete operations.

b. Lead Foreman or Journeyman of the Concrete Placing, Finishing, and Curing Crews.

c. Field Testing Technicians: ACI Concrete Field Testing Technician, Grade I.

1.5.1.2 Quality Manager Qualificaitons

The quality manager must hold a current license as a professional engineer in a U.S. state or territory with experience on at least five similar projects. Evidence of extraordinary proven experience may be considered by the Contracting Officer as sufficient to act as the Quality Manager.

1.5.1.3 Field Testing Technician And Testing Agency

Submit data on qualifications of proposed testing agency and technicians for approval by the Contracting Officer prior to performing testing on concrete.

a. Work on concrete under this contract must be performed by an ACI Concrete Field Testing Technician Grade 1 qualified in accordance with ACI SP-2 or equivalent. Equivalent certification programs must include requirements for written and performance examinations as stipulated in ACI SP-2 .

b. Testing agencies that perform testing services on concrete materials must meet the requirements of ASTM C1077.

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1.5.2 Laboratory Accreditation

Laboratory and testing facilities must be provided by and at the expense of the Contractor. The laboratories performing the tests must be accredited in accordance with ASTM C1077, including ASTM C78/C78M and ASTM C1260. The accreditation must be current and must include the required test methods, as specified. Furthermore, the testing must comply with the following requirements:

a. Aggregate Testing and Mix Proportioning: Aggregate testing and mixture proportioning studies must be performed by an accredited laboratory and under the direction of a registered professional engineer in a U.S. state or territory competent in concrete materials who is competent in concrete materials and must sign all reports and designs.

b. Acceptance Testing: Furnish all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the site and in the laboratory. Furnish and maintain boxes or other facilities suitable for storing and curing the specimens at the site while in the mold within the temperature range stipulated by ASTM C31/C31M by ASTM C31/C31M.

c. Contractor Quality Control: All sampling and testing must be performed by an approved, onsite, independent, accredited laboratory.

1.5.3 Qualifications

The contractor completing all work associated with and incidental to the placement of latex modified concrete shall have no less than 10 years experience in conducting work of similiar scope and magnitude. The expeirence must consist of direct oversite and repsonsibility of similiar work as indicated.

1.6 DELIVERY, STORAGE, AND HANDLING

Follow ACI 301 , ACI 304R and ASTM A934/A934M requirements and recommendations. Do not deliver concrete until vapor barrier, forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement. Do not store concrete curing compounds or sealers with materials that have a high capacity to adsorb volatile organic compound (VOC) emissions. Do not store concrete curing compounds or sealers in occupied spaces.

1.6.1 Reinforcement

Store any required reinforcement of different sizes and shapes in separate piles or racks raised above the ground to avoid excessive rusting.

Protect from contaminants such as grease, oil, and dirt. Ensure bar sizes can be accurately identified after bundles are broken and tags removed.

1.7 PROJECT/SITE CONDITIONS

The project site is a major thoroughfare for the Branson, Missouri area and consists of an Avergae Daily Traffic (ADT) count of more than 4000 vehicles with a Avergae Daily Truck Traffic (ADTT) percent of approximately 10. The work area is isolated directly on top of the Table Rock Dam with very limited access on either side of the roadway.

The roadway has signifcant spalling throughout with several areas which

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will need to be repaired, likely below existing reinforcement, prior ot the placement of latex modified concrete.

1.8 Quality Assurance

1.8.1 Design Data

1.8.1.1 Concrete Mix Design

Thirty days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, supplementary cementitious materials, and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, supplementary cementitious materials, aggregates, and admixtures. Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required. If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes.

For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months. Obtain mix design approval from the contracting officer prior to concrete placement.

1.8.2 Control Submittals

1.8.2.1 Concrete Curing Plan

Submit proposed materials, methods and duration for curing concrete elements in accordance with ACI 308.1 .

1.8.2.2 Safety Data Sheets

Submit Safety Data Sheets (SDS) for all materials that are regulated for hazardous health effects. SDS must be readily accessible during each work shift to employees when they are at the construction site.

1.8.2.3 Pozzolan

Submit test results in accordance with ASTM C618 for fly ash and pozzolan. Submit test results performed within 6 months of submittal date.

1.8.2.4 Slag Cement

Submit test results in accordance with ASTM C989/C989M for slag cement.

Submit test results performed within 6 months of submittal date.

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1.8.2.5 Aggregates

Submit test results in accordance with ASTM C33/C33M, or ASTM C330/C330M for lightweight aggregate, and ASTM C1567 as required in the paragraph titled ALKALI-AGGREGATE REACTION.

1.8.2.5.1 Alkali-Aggregate Reaction

Do not use any aggregate susceptible to alkali-carbonate reaction (ACR).

Use one of the three options below for qualifying concrete mixtures to reduce the potential of alkali-silica reaction (ASR):

a. For each aggregate used in concrete, the expansion result determined in accordance with ASTM C1293 must not exceed 0.04 percent at one year.

b. For each aggregate used in concrete, the expansion result of the aggregate and cementitious materials combination determined in accordance with ASTM C1567 must not exceed 0.10 percent at an age of 16 days.

c. Alkali content in concrete (LBA) must not exceed 4 pounds per cubic yard for moderately reactive aggregate or 3 pounds per cubic yard for highly reactive aggregate. Reactivity must be determined by testing in accordance with ASTM C1293 and categorized in accordance with ASTM C1778. Alkali content is calculated as follows: LBA = (cement content, pounds per cubic yard) × (equivalent alkali content of portland cement in percent/100 percent)

PART 2 PRODUCTS

2.1 FORMWORK

Provide formwork as necessary to execute the work in a proficient manner.

Placement of material shall be accomplished in a manner which results in neat lines and surfaces as indicated.

2.2 EQUIPMENT

2.2.1 Concrete Finishing

The finishing machine shall be self-propelled and shall be capable of forward and reverse movement under positive control, with a provision for raising all screeds to clear the screeded surface for traveling in reverse. A self-propelled finishing machine with one or more rollers, augers and 1,500 to 2,500 vpm vibratory pans shall be used. A drag float may be necessary. Any modifications will be subject to approval from the engineer.

2.3 MATERIALS

Latex Modified Concrete shall have a minimum 28-day strength of 4000 psi.

The design strength shall be verified by compressive strength testing of cylinders cured under the same conditions as placed in the field. Testing shall be in accordance with 3.9.1 Testing

2.3.1 Concrete Mix Design

Contractor shall submit a mix design that conforms to the following

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requirements:

Property Requirement

Air Content, percent 0 to 6.5

Slump, inches 9 (max.)

Percent Fine Aggregate as percent of Total Aggregate by Absolute Volume

50 to 55

Cement Content, lbs./cubic yard min.

Latex Emulsion Admixture, gallons/cubic yard. min.

24.5

Net Water/Cement Ratio, max., lbs.a water/lbs. cement

0.40

2.3.2 Cementitious Materials

2.3.2.1 Portland Cement

a. Unless otherwise specifified, provide cement that conforms to ASTM C150/C150M Type I or Type II and meets low akali requirements.

b. Use one brand of cement for formed concrete having exposed-to-view finished surfaces.

c. Supplier must certify that no hazardous waste is used in the raw materials.

d. Submit information along with evidence demonstrating compliance with referenced standards. Submittals must include types of cementitious materials, manufacturing locations, shipping locations, and certificates showing compliance.

e. Cementitious materials must be stored and kept dry and free from contaminants.

2.3.3 Water

a. Submit test reports showing water and ice comply with the requirements of ASTM C1602/C1602M .

b. Minimize the amount of water in the mix. Improve workability by adjusting the grading of the aggregate and using admixture rather than by adding water.

c. Water must be potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

d. Protect mixing water and ice from contamination during storage and delivery.

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2.3.4 Admixtures

a. Anti-foam additives, as recommended by the latex emulsion manufacturer, may be required if the concrete mixture entrains air above the specificed amount.

b. Air-entraining admixtures shall not be added.

c. Chemical admixtures for use in producing flowing concrete must conform to ASTM C1017/C1017M .

e. Admixtures used in concrete must be the same as those used in the concrete represented by submitted field test records or used in trial mixtures.

f. Protect stored admixtures against contamination, evaporation, or damage.

g. To ensure uniform distribution of constituents, provide agitating equipment for admixtures used in the form of suspensions or unstable solutions. Protect liquid admixtures from freezing and from temperature changes that would adversely affect their characteristics.

h. Submit types, brand names, producers' names, manufacturer's technical data sheets, and certificates showing compliance with standards required herein.

2.3.4.1 Latex Emulsion

Latex emulsion admixtures shall be non-toxic, film-forming, polymeric emulsion in water to which all stabilizers have been added at the point of manufacture. The admixture shall be a styrene-butadiene latex emulsion in which at least 90 percent of the non-volatiles are styrene-butadiene polymers.

2.3.4.1.1 Properties

The admixture shall be homogeneous, uniform in composition and shall be in accordance with the following requirements when tested with the procedures shown in Report No. FHWA RD 78 35 , April 1978, Styrene-Butadiene Latex Modifiers for Bridge Deck Overlay Concrete:

PROPERTY REQUIREMENT

Color White

Polymer Styrene-Butadiene

Percenet Solids 46-53 pH 5.0-12.0, the pH may not vary by more than +- 1 from the pH of material submitted for prequalification.

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Particale Size 1400 - 2500 Angstroms, the mean particle sizer size shall not vary more than +-300 Angstroms from the mean diameter of material submitted for prequalification

Viscosity +-20 centipoises of the viscosity of material submitted for prequalificaiton.

Percent Coagulum 0.10 percent by weight, max.

Freeze-Thaw Stability 0.10 percent by weight max. coagulum after 2 freeze-thaw cycles.

Surface Tension 50.0 dynes/cm, max.

Percent Butadiene 30 to 40 by weight.

2.3.4.1.2 Certification

The contractor shall submit manufacturer certififcation of Latex Emulsion materials prior to approval. The certification shall include:

a. The brand name and designation.

b. The composition or description of the admixture.

c. The manufacturing ranges for specific gravity at 77 degrees F by AASHTO T157, percent total solids by ASTM D1644, Method A and pH by

ASTM E70.

d. The infrared spectrum

e. The manner in which the material will be identified on containers.

f. The material is in accordance with these specifications.

2.3.5 Aggregate

2.3.5.1 Normal Weight

a. Aggregates must conform to ASTM C33/C33M.

b. Aggregates used in concrete must be obtained from the same sources and have the same size range as aggregates used in concrete represented by submitted field test records or used in trial mixtures.

c. Provide sand that is at least 50 percent acid insoluble based on ASTM D3042. Provide sand that is at least 50 percent natural sand.

d. Store and handle aggregate in a manner that will avoid segregation and prevents contamination by other materials or other sizes of aggregates. Store aggregates in locations that will permit them to drain freely. Do not use aggregates that contain frozen lumps.

e. Submit types, pit or quarry locations, producers' names, aggregate supplier statement of compliance with ASTM C33/C33M, and ASTM C1293 expansion data not more than 18 months old.

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2.3.6 Polyethelene Sheeting

a. Polyethylene Sheeting for Curing. Polyethylene sheeting for curing Portland cement concrete shall be white and shall be in accordance with ASTM C171.

PART 3 EXECUTION

3.1 EXAMINATION

a. Do not begin placing material until all surfaces have been properly prepared in accordance with 32 01 26.73 46.

3.1.1 Limitations Of Operations

a. No latex modified concrete shall be placed when the ambient or deck surface temperature is above 85 degrees F. Deck temperature shall be determined in accordance with MoDOT TM20.

b. No latex modified concrete shall be placed at ambient or deck surface temperatures below 45 degrees F. Latex modified concrete shall be protected to maintain a minimum specified curing temperature of 45 F.

Any concrete damaged by freezing or that is exposed to a temperature of less than 45 during the first 8 hours after placement shall be removed and replaced at no cost to the government.

c. The temperature of the latex modified concrete at time of placement shall be between 45 degrees F and 90 degrees F. If either the aggregate or water is heated, the maximum temperature for each shall be 100 F at the time of addition to the mix. Any method of heating during the mixing of concrete may be used provided the heating apparatus will heat the mass uniformly and avoid hot spots that will burn the material. Cement or aggregate containing lumps or crusts of hardened material or frost shall not be used.

d. No vehicular traffic shall be permitted on the latex modified concrete surface until the concrete is at least 72 hours old and has attained a minimum compressive strength of 3,000 psi.

e. Concrete shall not be placed adjacent to a parallel surface course that is less than 96 hours old; however, this restriction will not apply to a continuation of placement in a lane or strip beyond a joint in the same lane or strip.

f. Adequate precautions shall be taken to protect freshly placed concrete from rain. All placing operations shall cease when rain begins. The Contracting Officer may order removal of any material damaged by rainfall and such material shall be replaced in accordance with these specifications at no cost to the government.

3.2 PREPARATION

Determine quantity of concrete needed and minimize the production of excess concrete. Designate locations or uses for potential excess concrete before the concrete is placed.

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3.2.1 General

a. Surfaces against which concrete is to be placed must be free of debris, loose material, standing water, snow, ice, and other deleterious substances before start of concrete placing.

b. Remove standing water without washing over freshly deposited concrete.

Collect all wastewater in accordance with the waste management plan.

3.2.2 Surface Preparation

Surface preperation shall be accomplished in accordance with 32 01 26.73 46.

Preparation of the area, except scarifying, may be started in a lane or strip adjacent to a newly placed surface the day following the surface placement. If this work is started before the end of the 48-hour wet curing period, the work will be restricted such that any interference with the curing process is held to the minimum practical time.

3.3 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

a. Unless otherwise specified, placing reinforcement and miscellaneous materials must be in accordance to ACI 301 . Provide bars, welded wire reinforcement, wire ties, supports, and other devices necessary to install and secure reinforcement as indicated.

b. Replacing reinforcement due to damage caused by the contrcator during surface preperation shall be at no cost to the government.

c. Reinforcement must not have rust, scale, oil, grease, clay, or foreign substances that would reduce the bond. Rusting of reinforcement is a basis of rejection if the effective cross-sectional area or the nominal weight per unit length has been reduced. Remove loose rust prior to placing steel. Tack welding is prohibited.

d. Clear cover shall be as indicated in the contract drawings.

3.4 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

3.4.1 Measuring

Concrete shall be volumetrically mixed at the site. The contractor shall provide all necessary equipment to ensure proper mix design in accordance with this specification. The contractor shall submit a plan for volumetric mixing, testing, and measuring.

3.4.2 Mixing

a. The concrete shall be volumetrically mixed at the site by a continuous mixer. In addition to other requirements, the mixer shall provide positive control of the latex emulsion into the mixing chamber and the latex emulsion shall calibrate to within ± 2 percent of that required.

The mixer shall be capable of continuously circulating the latex emulsion and shall have a flow-through screen between the storage tank and the discharge.

b. The concrete discharged from the mixer shall be uniform in composition and consistency. Mixing capability shall be such that initial and final finsihing operations can proceed at a steady pace. Final finishing shall be completed before the formation of a plastic surface

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film.

c. The moisture content of aggregate at the time of proportioning shall be such that water will not drain or drip from a sample. Coarse and fine aggregate shall be furnished and handled to avoid variations in the moisture content affecting the uniform consistency of the concrete.

d. Each drum of latex admixture shall be mechanically agitated or hand rolled until thoroughly mixed prior to being introduced into the mixer storage compartment. Latex admixture that is stored in the mixer storage compartment overnight or during delays in mixing of four hours or more shall be agitated by at least two complete cycles in a continuous circulating pump or by mechanical means in the storage compartment. The flow through screen shall be cleaned immediately prior to beginning proportioning and as often as necessary thereafter.

Latex admixtures of different brands shall not be combined together in any manner.

3.4.3 Delay in Placement

A header shall be installed in case of delay in the placement operations exceeding one-half hour in duration. During minor delays of one-half hour or less, the end of the placement shall be protected from drying with several layers of wet burlap.

3.4.4 Transportation

Transport concrete from the mixer to the forms and or prepared surface as rapidly as practicable. Prevent segregation or loss of ingredients. Clean transporting equipment thoroughly before each batch. Remove concrete which has segregated in transporting and dispose of as directed.

3.4.5 Concrete Finishing

Texturing shall occur immediately after the finishing and before the plastic film forms on the surface. Texturing shall be performed in a manner to prevent pulling the concrete away from an existing vertical face. Care shall be taken not to texture too deep and not to tear the surface.

3.5 WASTE MANAGEMENT

Submit waste management plan, for approval by the Contracting Officer, detailing the removal of all waste material from the site including the disposal of hardened/cured concrete waste. Identify concrete manufacturer's or supplier's policy for collection or return of construction waste, unused material, deconstruction waste, and/or packaging material. Return excess cement to supplier.

3.6 JOINTS

a. Longitudinal construction joints shall be placed between designated traffic lanes as indicated to match existing structure. The location of the longitudinal joints will be subject to the approval from the contracting officer.

b. Transverse joints in the overlay shall be placed to match existing conditions as indicated.

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c. Expansion joints shall be formed in the concrete overlay. Formation of the joint by saw cutting through the overlay will not be permitted.

d. During placement of the overlay, all joints with adjacent concrete shall be sealed with a mortar paste of equal parts cement and fine aggragate, using latex emulsion in lieu of mixing water.

3.6.1 Joint Sealant

Contraction and control joints must be sealed with joint sealing compound after concrete curing period. Slightly underfill groove with joint sealing compound to prevent extrusion of compound. Remove excess material as soon after sealing as possible.

3.7 CURING AND PROTECTION

a. The wet cure shall be applied promptly after the concrete has been placed on the deck without deforming the finishing surface. The surface shall recieve a wet cure for at least 48 hours.

b. No surface sealing shall be applied to the latex modified concrete wearing surface.

3.8 PAVEMENT MARKINGS

Surface preparation and marking of pavement shall be done with Acrylic Copolymer Fast Dry Pavement Marking Paint with Type P Drop-On Glass Bead for reflective properties. All work shall be accomplished in accordance with MoSSHC, Pavement Section 620.

3.9 FIELD QUALITY CONTROL

3.9.1 Testing

a. Slump will be determined in accordance with AASHTO T119M/T119 . The sample for slump testing will be taken at the point of placement in the structure. SLump tests will be conducted 4 to 5 minutes after discharge from the mixer. During the waiting period, concrete shall be deposited on the deck and shall not be disturbed.

b. Air content will be determined by the pressure method in accordance with AASHTO T152

c. When required, standard density and unit weight will be determined in accordance with AASHTO 121M/T 121 . Standard density will be determined for at least each two hours of concrete production or any time significant fluctuations occur within the range of air content or slump.

d. Compressive strength will be determined from at least two 6- by 12-inch cylinders or from at least three 4- by 8- inch cylinders prepared in accordance with AASHTO T23 and tested in accordance with AASHTO T22.

One set consisting of two cylinders will be made for 28-day compressive strength from each day's production. Cylinders made for determining when to permit traffic will be made at a frequency determined by the engineer, and will be cured in the near vicinity and in the same manner as the bridge deck.

e. Concrete taken as a sample for testing slump and air content shall be

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wasted and shall not be placed in the deck. If air content or slump test results are not in accordance with specifications, any concrete represented by those tests and any concrete in the mixer chute shall be wasted, and the necessary adjustments shall be made in the mix design or proportioning devices.

3.9.2 Inspection

After placement and cure of the latex modified concrete, the finished deck shall be tested to detect unbonded areas.

-- End of Section --

SECTION 03 53 19 Page 16

PN478698

TABLE ROCK ROADWAY AND BRIDGE REHABILITATION

TABLE ROCK DAM