Amendment 0007 Spec Section 03 30 53.00 08.pdf

Pike Island LD, River Wall Crack Stabilization

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 53.00 08

MISCELLANEOUS CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SUMMARY

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Strength

2.1.2 Construction Tolerances

2.1.3 Concrete Mixture Proportions

2.2 MATERIALS

2.2.1 Cementitious Materials

2.2.1.1 Portland Cement

2.2.1.2 Blended Hydraulic Cement

2.2.1.3 Pozzolan

2.2.1.4 Slag Cement

2.2.2 Aggregates

2.2.3 Admixtures

2.2.3.1 Air-Entraining Admixture

2.2.3.2 Accelerating Admixture

2.2.3.3 Water-Reducing or Retarding Admixture

2.2.4 Water

2.2.5 Reinforcing Steel

2.2.6 Expansion Joint Filler Strips, Premolded

2.2.7 Joint Sealants - Field Molded Sealants

2.2.8 Formwork

2.2.9 Form Coatings

2.2.10 Curing Materials

2.3 READY-MIX CONCRETE

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Embedded Items

3.1.2 Formwork Installation

3.1.3 Production of Concrete

3.2 CONVEYING AND PLACING CONCRETE

3.2.1 Conveying Concrete

3.2.2 Placing Concrete

3.2.3 Consolidating Concrete

3.2.4 Cold-Weather Requirements

3.2.5 Hot-Weather Requirements

3.3 FINISHING

SECTION 03 30 53.00 08 Page 1 CERTIFIED FINAL DOCUMENTS - W911WN20B8008 - Amendment 0001

3.3.1 Temperature Requirement

3.3.2 Finishing Formed Surfaces

3.3.3 Finishing Unformed Surfaces

3.3.4 Expansion and Contraction Joints

3.4 CURING AND PROTECTION

3.5 FORM WORK

3.5.1 Removal of Forms

3.6 STEEL REINFORCING

3.6.1 Fabrication

3.6.2 Splicing

3.6.3 Supports

3.7 EMBEDDED ITEMS

3.8 TESTING AND INSPECTING

3.8.1 Field Testing Technicians

3.8.2 Preparations for Placing

3.8.3 Sampling and Testing

3.8.4 Action Required

3.8.4.1 Placing

3.8.4.2 Air Content

3.8.4.3 Slump

-- End of Section Table of Contents --

SECTION 03 30 53.00 08 Page 2

SECTION 03 30 53.00 08

MISCELLANEOUS CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SUMMARY

Perform all work in accordance with ACI 318 .

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 CONCRETE INSTITUTE (ACI)

ACI 301 (2016) Specifications for Structural Concrete

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

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14)

ACI 347R (2014; Errata 1 2017) Guide to Formwork for Concrete

ACI SP-66 (2004) ACI Detailing Manual

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM C1064/C1064M (2017) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C1157/C1157M (2017) Standard Performance Specification for Hydraulic Cement

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

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(Mortar-Bar Method)

ASTM C143/C143M (2015) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2018) Standard Specification for Portland Cement

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

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C172/C172M (2017) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C309 (2011) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C31/C31M (2018b) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2018) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C595/C595M (2018) Standard Specification for Blended Hydraulic Cements

ASTM C618 (2017a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C920 (2018) Standard Specification for Elastomeric Joint Sealants

ASTM C94/C94M (2017a) Standard Specification for Ready-Mixed Concrete

ASTM C989/C989M (2018) Standard Specification for Slag Cement for Use in Concrete and Mortars

SECTION 03 30 53.00 08 Page 4

ASTM D1752 (2004a; R 2013) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D98 (2015) Calcium Chloride

PENNSYLVANIA DEPARTMENT OF TRANSPORTATION (PDT)

PUB 408 (2020) Construction Specifications

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

40 CFR 247 Comprehensive Procurement Guideline for Products Containing Recovered Materials

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. 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 Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Conveying and Placing Concrete; G , DO

SD-02 Shop Drawings

Installation Drawings; G , DO

SD-03 Product Data

Air-Entraining Admixture Accelerating Admixture Water-Reducing or Retarding Admixture Curing Materials Expansion Joint Filler Strips, Premolded Joint Sealants - Field Molded Sealants Waterstops Chemical Floor Hardener Formwork Mix Design Data; G , DO Ready-Mix Concrete Mechanical Reinforcing Bar Connectors

SD-06 Test Reports

Aggregates Concrete Mixture Proportions; G , DO Compressive Strength Testing; G , RO Slump; G , RO Air Content Water

SD-07 Certificates

Cementitious Materials

SECTION 03 30 53.00 08 Page 5

Pozzolan Aggregates Delivery Tickets

SD-08 Manufacturer's Instructions

Chemical Floor Hardener

1.4 QUALITY ASSURANCE

Indicate specific locations of Concrete Placement, Forms, Steel Reinforcement, Accessories, Expansion Joints, Construction Joints, Contraction Joints and Control Joints on installation drawings and include, but not be limited to, square feet of concrete placements, thicknesses and widths, plan dimensions, and arrangement of cast-in-place concrete section.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

The Government retains the option to sample and test joint sealer, joint filler material, waterstop, and concrete to determine compliance with the specifications. Provide facilities and labor as may be necessary to assist the Government in procurement of representative test samples.

Sample concrete in accordance with ASTM C172/C172M. Determine slump and air content in accordance with ASTM C143/C143M and ASTM C231/C231M, respectively, when cylinders are molded. Prepare, cure, and transport compression test specimens in accordance with ASTM C31/C31M. Test compression test specimens in accordance with ASTM C39/C39M. Take samples for strength tests not less than once each shift in which concrete is produced from each strength of concrete required. Provide a minimum of five specimens from each sample; two to be tested at 28 days for acceptance, two will be tested at 7 days for information and one held in reserve.

2.1.1 Strength

Acceptance test results are the average strengths of two specimens tested at 28 days . The strength of the concrete is considered satisfactory so long as the average of three consecutive acceptance test results equal or exceed the specified compressive strength, f'c, but not more than 20 percent, and no individual acceptance test result falls below f'c by more than 500 psi.

2.1.2 Construction Tolerances

Apply a Class "C" finish to all surfaces except those specified to receive a Class "D" finish. Apply a Class "D" finish to all post-construction surfaces which will be permanently concealed.

Measure abrupt irregularities within 1 inch of the irregularity. Measure gradual surface irregularities by determining the gap between concrete and near surface of a 5 foot straightedge, measured between two contact points.

SECTION 03 30 53.00 08 Page 6

Class C Surface + 1/2 inch

Class D Surface + 1 inch

2.1.3 Concrete Mixture Proportions

Concrete mixture proportions are the responsibility of the Contractor.

Mixture proportions must include the dry weights of cementitious material(s); the nominal maximum size of the coarse aggregate; the specific gravities, absorptions, and saturated surface-dry weights of fine and coarse aggregates; the quantities, types, and names of admixtures; and quantity of water per yard of concrete. Provide materials included in the mixture proportions of the same type and from the same source as will be used on the project. The specified compressive strength f'c is 5,000 psi at 28 days. The maximum nominal size coarse aggregate is 1 inch, in accordance with ACI 304R . The air content must be between 4.5 and 7.5 percent with a slump between 2 and 5 inches. The maximum water-cementitious material ratio is 0.50. Submit the applicable test reports and mixture proportions that will produce concrete of the quality required, ten days prior to placement of concrete.

2.2 MATERIALS

Submit manufacturer's literature from suppliers which demonstrates compliance with applicable specifications for the specified materials.

2.2.1 Cementitious Materials

Submit Manufacturer's certificates of compliance, accompanied by mill test reports, attesting that the concrete materials meet the requirements of the specifications in accordance with the Special Clause "CERTIFICATES OF COMPLIANCE". Also, certificates for all material conforming to EPA's Comprehensive Procurement Guidelines (CPG), in accordance with 40 CFR 247 .

Provide cementitious materials that conform to the appropriate specifications listed:

2.2.1.1 Portland Cement

ASTM C150/C150M, Type I or II, low alkali including false set requirements with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent.

2.2.1.2 Blended Hydraulic Cement

Provide blended cement conforming to ASTM C595/C595M and ASTM C1157/C1157M , Type IP or IS, including the optional requirement for mortar expansion and sulfate soundness and consist of a mixture of ASTM C150/C150M Type I, or Type II cement and a complementary cementing material. The slag added to the Type IS blend must be ASTM C989/C989M ground granulated blast-furnace slag. The pozzolan added to the Type IP blend must be ASTM C618 Class F, interground with the cement clinker. Provide the manufacturer's written statement that the amount of pozzolan in the finished cement will not vary more than plus or minus 5 mass percent of the finished cement from lot-to-lot or within a lot. Do not change the percentage and type of mineral admixture used in the blend from that submitted for the aggregate evaluation and mixture proportioning.

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2.2.1.3 Pozzolan

Provide pozzolan that conforms to ASTM C618, Class F, including requirements of Tables 1A and 2A.

2.2.1.4 Slag Cement

Provide slag cement that conforms to ASTM C989/C989M.

2.2.2 Aggregates

For fine and coarse aggregates, meet the quality and grading requirements of ASTM C33/C33M. Coarse aggregate for concrete must not be river gravel or slag.

Evaluate aggregates for alkali-aggregate reactivity as outlined in Section 704 of PUB 408 for Structure Class S3.

Test and evaluate for alkali-aggregate reactivity in accordance with ASTM C1260. Perform evaluation of fine and coarse aggregates separately and in combination, matching the proposed mix design proportioning. All results of the separate and combination testing must have a measured expansion less than 0.08 percent at 28 days after casting. If the test data indicates an expansion of 0.08 percent or greater, reject the aggregate(s) or perform additional testing using ASTM C1260 and ASTM C1567.

Perform the additional testing using ASTM C1260 and ASTM C1567 using the low alkali portland cement in combination with ground granulated blast furnace (GGBF) slag, or Class F fly ash. Use GGBF slag in the range of 40 to 50 percent of the total cementitious material by mass. Use Class F fly ash in the range of 25 to 40 percent of the total cementitious material by mass.

Submit certificates of compliance and test reports for aggregates showing the material(s) meets the quality and grading requirements of the specifications under which it is furnished.

2.2.3 Admixtures

Provide admixtures, when required or approved, in compliance with the appropriate specification listed. Retest chemical admixtures that have been in storage at the project site, for longer than 6 months or that have been subjected to freezing, at the expense of the Contractor at the request of the Contracting Officer and will be rejected if test results are not satisfactory.

2.2.3.1 Air-Entraining Admixture

Provide air-entraining admixture that meets the requirements of

ASTM C260/C260M.

2.2.3.2 Accelerating Admixture

Provide calcium chloride meeting the requirements of ASTM D98. Other accelerators must meet the requirements of ASTM C494/C494M, Type C or E.

2.2.3.3 Water-Reducing or Retarding Admixture

Provide water-reducing or retarding admixture meeting the requirements of

SECTION 03 30 53.00 08 Page 8

ASTM C494/C494M, Type A, B, or D. High-range water reducing admixture Type F or G may be used only when approved, approval being contingent upon particular placement requirements as described in the Contractor's Quality Control Plan.

2.2.4 Water

Mixing and curing water in compliance with the requirements of ASTM C1602/C1602M ; potable, and free of injurious amounts of oil, acid, salt, or alkali. Submit test report showing water complies with

ASTM C1602/C1602M .

2.2.5 Reinforcing Steel

Provide reinforcing bars conforming to the requirements of ASTM A615/A615M , Grade 60, deformed. Provide welded steel wire reinforcement conforming to the requirements of ASTM A1064/A1064M . Detail reinforcement not indicated in accordance with ACI 301 and ACI SP-66 . Provide mechanical reinforcing bar connectors in accordance with ACI 301 and provide 125 percent minimum yield strength of the reinforcement bar.

2.2.6 Expansion Joint Filler Strips, Premolded

Expansion joint filler strips, premolded of sponge rubber conforming to ASTM D1752, Type I.

2.2.7 Joint Sealants - Field Molded Sealants

Conform to ASTM C920, Type M, Grade NS, Class 25, use NT for vertical joints and Type M, Grade P, Class 25, use T for horizontal joints.

Provide polyethylene tape, coated paper, metal foil, or similar type bond breaker materials. The backup material needs to be compressible, nonshrink, nonreactive with the sealant, and a nonabsorptive material such as extruded butyl or polychloroprene foam rubber. Immediately prior to installation of field-molded sealants, clean the joint of all debris and further cleaned using water, chemical solvents, or other means as recommended by the sealant manufacturer or directed.

2.2.8 Formwork

Design and engineer the formwork as well as its construction in accordance with ACI 301 Section 2 and 5 and ACI 347R . Fabricate of wood, steel, or other approved material. Submit formwork design prior to the first concrete placement.

2.2.9 Form Coatings

Provide form coating in accordance with ACI 301 .

2.2.10 Curing Materials

Provide curing materials in accordance with ACI 301 , Section 5.

Provide curing compound conforming to ASTM C309 Type 1-D, clear or translucent with fugitive dye. Submit manufactures instructions for placing curing compound.

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2.3 READY-MIX CONCRETE

Provide ready-mix concrete with mix design data conforming to ACI 301 Part

2. Submit delivery tickets in accordance with ASTM C94/C94M for each ready-mix concrete delivery, include the following additional information: .

a. Type and brand cement

b. Cement content in pounds per cubic yard of concrete

c. Maximum size of aggregate

d. Amount and brand name of admixture

e. Total water content expressed by water cementitious material ratio

PART 3 EXECUTION

3.1 PREPARATION

Prepare construction joints to expose coarse aggregate. The surface must be clean, damp, and free of laitance. Construct ramps and walkways, as necessary, to allow safe and expeditious access for concrete and workmen.

Remove snow, ice, standing or flowing water, loose particles, debris, and foreign matter. Satisfactorily compact earth foundations. Make spare vibrators available. Placement cannot begin until the entire preparation has been accepted by the Government.

3.1.1 Embedded Items

Secure reinforcement in place after joints, anchors, and other embedded items have been positioned. Arrange internal ties so that when the forms are removed the metal part of the tie is not less than 2 inches from concrete surfaces permanently exposed to view or exposed to water on the finished structures. Prepare embedded items so they are be free of oil and other foreign matters such as loose coatings or rust, paint, and scale. The embedding of wood in concrete is permitted only when specifically authorized or directed. Provide all equipment needed to place, consolidate, protect, and cure the concrete at the placement site and in good operating condition.

3.1.2 Formwork Installation

Forms must be properly aligned, adequately supported, and mortar-tight.

Provide smooth form surfaces, free from irregularities, dents, sags, or holes when used for permanently exposed faces. Chamfer all exposed joints and edges , unless otherwise indicated.

3.1.3 Production of Concrete

Provide ready-mixed concrete conforming to ASTM C94/C94M except as otherwise specified.

3.2 CONVEYING AND PLACING CONCRETE

Submit a Concrete Placement Plan that addresses the conveying and placing requirements in the following subparts.

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3.2.1 Conveying Concrete

Convey concrete from mixer to final deposition using methods that do not result in segregation or loss of constituents.

Use conveying equipment of sufficient capacity to meet to requirements of the Placing Concrete paragraph of this Specification. Conveying equipment in contact with concrete must not be made of aluminum.

If belt conveyors are used, use belt conveyors with a discharge baffle or hopper at discharge end. Slope of conveyors must not cause segregation on the belt.

If chutes are used, use metal or metal-lined chutes having rounded bottoms, and sloped between 1:2 and 1:3. Chutes longer than 20 feet and chutes not meeting slope requirements may be used provided discharge is into a hopper before distributing into forms.

If pumping equipment is used, use pumping equipment that has sufficient capacity so that discharge of pumped concrete does not result in segregation and modification of accepted concrete mixture is not required.

3.2.2 Placing Concrete

Deposit concrete continuously and as near as practicable to the final position.

Deposit concrete in one layer or in multiple layers. Do not place fresh concrete against concrete that would result in cold joints.

Do not place concrete that contains foreign material.

If temporary spreaders are used in forms, remove spreaders as the concrete is placed. Speaders may be left in place if prior acceptance is obtained.

Do not subject concrete to procedures that will cause segregation.

3.2.3 Consolidating Concrete

Consolidate concrete by vibration. Consolidate concrete around reinforcement, embedded items, and into corners of forms. Do not use vibrators to move concrete in a manner that will result in segregation.

Spacing of immersion vibrator insertions shall not exceed 1-1/2 times the vibrator's radius of action in concrete being consolidated.

3.2.4 Cold-Weather Requirements

If the average of the highest and lowest ambient temperature from midnight to midnight is expected to be less than 40 degrees F for more than 3 successive days, deliver concrete with a minimum temperature of 55 degrees F immediately after placement unless otherwise specified.

The temperature of concrete as placed shall not exceed these values by more than 20 degrees F. These minimum temperatures may be terminated if temperatures above 50 degrees F occur during more than half of any 24-hour duration.

Do not place concrete in contact with surfaces less than 35 degrees F.

Unless otherwise specified, this requirement does not apply to reinforcing

SECTION 03 30 53.00 08 Page 11 steel.

3.2.5 Hot-Weather Requirements

The temperature of concrete as delivered shall not exceed 95 degrees F.

If the temperature of reinforcement, embedments, or forms is greater than 120 degrees F, use a fine mist of water to moisten and cool hot surfaces.

Remove standing water before placing.

3.3 FINISHING

3.3.1 Temperature Requirement

Do not finish or repair concrete when either the concrete or the ambient temperature is below 50 degrees F.

3.3.2 Finishing Formed Surfaces

Remove all fins and loose materials , and surface defects including filling of tie holes. Repair all honeycomb areas and other defects.

Remove all unsound concrete from areas to be repaired. Ream or chip surface defects greater than 1/2 inch in diameter and holes left by removal of tie rods in all surfaces not to receive additional concrete and fill with dry-pack mortar. Brush-coat the prepared area with an approved epoxy resin or latex bonding compound or with a neat cement grout after dampening and filling with mortar or concrete. Use a blend of portland cement and white cement in mortar or concrete for repairs to all surfaces permanently exposed to view shall be so that the final color when cured is the same as adjacent concrete.

The surface slope profile of the new concrete must match the existing slope of the top of wall for drainage. The current top of wall is sloped at 1/4" per foot from the chamber to the riverside edge. The new concrete cap should be finished to match this slope along with sloping away from recess gratings and covers. No standing water on the new concrete cap shall be allowed. All water shall drain toward the river side of the wall.

3.3.3 Finishing Unformed Surfaces

Finish unformed surfaces in accordance with ACI 301 , Section 5.

FINISH LOCATION

Float

Trowel Bottom of electrical recess sloped to the drain hole location

Broom Top of Wall Monoliths R33 and R34

3.3.4 Expansion and Contraction Joints

Make expansion and contraction joints in accordance with the details shown or as otherwise specified. Provide 1/2 inch thick transverse expansion joints where new work abuts an existing concrete. Provide expansion joints at a maximum spacing of 60 feet in slabs, unless otherwise indicated. Provide contraction joints at a maximum spacing of 60 feet in

SECTION 03 30 53.00 08 Page 12 slabs, unless otherwise indicated. Cut contraction joints at a minimum of 6 inchesdeep with a jointing tool after the surface has been finished.

3.4 CURING AND PROTECTION

Cure and protect in accordance with ACI 301 , Section 5.

3.5 FORM WORK

Provide form work in accordance with ACI 301 , Section 2 and Section 5.

3.5.1 Removal of Forms

Remove forms in accordance with ACI 301 , Section 2.

3.6 STEEL REINFORCING

Reinforcement must be free from loose, flaky rust and scale, and free from oil, grease, or other coating which might destroy or reduce the reinforcement's bond with the concrete.

3.6.1 Fabrication

Shop fabricate steel reinforcement in accordance with ACI 318 and ACI SP-66 .

Provide shop details and bending in accordance with ACI 318 and ACI SP-66 .

3.6.2 Splicing

Perform splices in accordance with ACI 318 and ACI SP-66 .

3.6.3 Supports

Secure reinforcement in place by the use of metal or concrete supports, spacers, or ties.

3.7 EMBEDDED ITEMS

Before placing concrete, take care to determine that all embedded items are firmly and securely fastened in place. Provide embedded items free of oil and other foreign matter, such as loose coatings of rust, paint and scale. Embedding of wood in concrete is permitted only when specifically authorized or directed.

3.8 TESTING AND INSPECTING

Report the results of all tests and inspections conducted at the project site informally at the end of each shift. Submit written reports weekly.

Deliver within three days after the end of each weekly reporting period.

See Section 01 45 00.00 0810 QUALITY CONTROL.

3.8.1 Field Testing Technicians

The individuals who sample and test concrete must have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to the ACI minimum guidelines for certification of Concrete Field Testing Technicians, Grade I.

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3.8.2 Preparations for Placing

Inspect foundation or construction joints, forms, and embedded items in sufficient time prior to each concrete placement to certify that it is ready to receive concrete.

3.8.3 Sampling and Testing

a. Obtain samples and test concrete for quality control during placement. Sample fresh concrete for testing in accordance with ASTM C172/C172M. Make eight test cylinders with dimensions of 4 inches by 8 inches Perform fresh properties testing on the same sample used to make cylinders.

b. Test concrete for compressive strength at 7 and 28 days for each design mix and for every 100 cubic yards of concrete. Test three cylinders at 7 days and three cylinders at 28 days; and hold two cylinders in reserve. Conform test specimens to ASTM C31/C31M.

Perform compressive strength testing conforming to ASTM C39/C39M.

c. Test slump at the site of discharge for each design mix in accordance with ASTM C143/C143M. Check slump during each shift that concrete is produced for each strength of concrete required.

d. Test air content for air-entrained concrete in accordance with ASTM C231/C231M. Check air content at least twice during each shift that concrete is placed for each strength of concrete required.

e. Determine temperature of concrete at time of placement in accordance with ASTM C1064/C1064M . Check concrete temperature at least twice during each shift that concrete is placed for each strength of concrete required.

3.8.4 Action Required

3.8.4.1 Placing

Do not begin placement until the availability of an adequate number of acceptable vibrators, which are in working order and have competent operators, has been verified. Discontinue placing if any lift is inadequately consolidated.

3.8.4.2 Air Content

Whenever an air content test result is outside the specification limits, adjust the dosage of the air-entrainment admixture prior to delivery of concrete to forms.

3.8.4.3 Slump

Whenever a slump test result is outside the specification limits, adjust the batch weights of water and fine aggregate prior to delivery of concrete to the forms. Make the adjustments so that the water-cementitious material ratio does not exceed that specified in the submitted concrete mixture proportion and the required concrete strength is still met.

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2.3 READY-MIX CONCRETE