03_31_01.00_10.pdf

Green Brook, Segment C-1

AMENDMENT # 4

SECTION 03 31 01.00 10

CAST-IN-PLACE STRUCTURAL CONCRETE FOR THE CONCRETE BRIDGE CULVERT

PART 1 GENERAL

1.1 Scope of Work

The work covered by this section includes all concrete work associated with the construction of the concrete bridge culvert part of this project. See Section 03 30 00.00 10 CAST-IN-PLACE CONCRETE, for all other concrete work related to this project.

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 INTERNATIONAL (ACI)

ACI 117 (2010; Errata 2011) Specifications for Tolerances for Concrete Construction and Materials and Commentary

ACI 211.1 (1991; R 2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 214R (2011) Evaluation of Strength Test Results of Concrete

ACI 301 (2016) Specifications for Structural Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

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)

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M182 (2005) Burlap Cloth Made from Jute or Kenaf and Cotton mats

ASTM INTERNATIONAL (ASTM)

ASTM A29/A29M (2016) Standard Specification for General Requirements for Steel Bars, Carbon and Alloy, Hot-Wrought

ASTM A516/A516M (2006) Standard Specification for Pressure Vessel Plates, Carbon Steel, for Moderate-

SECTION 03 31 01.00 10 Page 1 and Lower-Temperature Service

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

ASTM C1059 (1999) Latex Agents for Bonding Fresh to Hardened Concrete

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

ASTM C1077 (2017) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1107/C1107M (2017) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C117 (2017) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C123/C123M (2014) Standard Test Method for Lightweight Particles in Aggregate

ASTM C142/C142M (2017) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

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

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C123 (2011) Standard Test Method for Lightweight Particles in Aggregate

ASTM C128 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate

ASTM C131/C131M (2014) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C1338 (2014) Standard Test Method for Determining Fungi Resistance of Insulation Materials and Facings

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C142/C142M (2017) Standard Test Method for Clay Lumps

SECTION 03 31 01.00 10 Page 2 and Friable Particles in Aggregates

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 C171 (2003) Sheet Materials for Curing Concrete

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

ASTM C192/C192M (2007) Making and Curing Concrete Test Specimens in the Laboratory

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 C295/C295M (2012) Petrographic Examination of Aggregates for Concrete

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

ASTM C31/C31M (2018a) 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 C40/C40M (2016) Standard Test Method for Organic Impurities in Fine Aggregates for Concrete

ASTM C42/C42M (2013) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C441 (2017) Standard Test Method for Effectiveness of Pozzolans or Ground Blast-Furnace Slag in Preventing Excessive Expansion of Concrete Due to the Alkali-Silica Reaction

ASTM C494/C494M (2017) Standard Specification for Chemical

SECTION 03 31 01.00 10 Page 3

Admixtures for Concrete

ASTM C535 (2016) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C566 (2013) Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

ASTM C595/C595M (2017) Standard Specification for Blended Hydraulic Cements

ASTM C597 (2002) Pulse Velocity Through Concrete

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

ASTM C666/C666M (2015) Resistance of Concrete to Rapid Freezing and Thawing

ASTM C803/C803M (2003) Penetration Resistance of Hardened Concrete

ASTM C805 (2002) Rebound Number of Hardened Concrete

ASTM C87/C87M (2017) Standard Test Method for Effect of Organic Impurities in Fine Aggregate on Strength of Mortar

ASTM C881/C881M (2002) Epoxy-Resin-Base Bonding Systems for Concrete

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

ASTM C989/C989M (2017) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM C979/979M (2016) Standard Specification for Pigments for Integrally Colored Concrete

ASTM D75/D75M (2014) Standard Practice for Sampling Aggregates

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2016) Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA CPMB 100 (2000; R 2006) Concrete Plant Standards

SECTION 03 31 01.00 10 Page 4

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 100 (1975) Method of Sampling Concrete Aggregate and Aggregate Sources, and Selection of Material for Testing

COE CRD-C 104 (1980) Method of Calculation of the Fineness Modulus of Aggregate

COE CRD-C 114 (1997) Test Method for Soundness of Aggregates by Freezing and Thawing of Concrete Specimens

COE CRD-C 130 (2001) Standard Recommended Practice for Estimating Scratch Hardness of Coarse Aggregate Particles

COE CRD-C 143 (1962) Specifications for Meters for Automatic Indication of Moisture in Fine Aggregates

COE CRD-C 400 (1963) Requirements for Water for Use in Mixing or Curing Concrete

COE CRD-C 521 (1981) Standard Test Method for Frequency and Amplitude of Vibrators for Concrete

COE CRD-C 94 (1995) Specification for Surface Retarders

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. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Concrete Mixture Proportioning; G, DO

Concrete mixture proportions shall be determined by the Contractor and submitted for review. The concrete mixture quantities of all ingredients per cubic yard and nominal maximum coarse aggregate size that will be used in the manufacture of each quality of concrete shall be stated. Proportions shall indicate the mass of cement, pozzolan and ground granulated blast-furnace (GGBF) slag when used, and water; the mass of aggregates in a saturated surface-dry condition; and the quantities of admixtures. The submission shall be accompanied by test reports from a laboratory complying with ASTM C1077 which show that proportions thus selected will produce concrete of the qualities indicated. No substitution shall be made in the source or type of materials used in the work without additional tests to show that the quality of the new materials and concrete are satisfactory.

Batch Plant; G, DO

The Contractor shall submit batch plant data for review for

SECTION 03 31 01.00 10 Page 5 conformance with applicable specifications.

Concrete Mixers; G, DO

Capacity; G, DO

The Contractor shall submit concrete mixer data which includes the make, type, and capacity of concrete mixers proposed for mixing concrete.

Conveying Equipment; G, DO

Data on the conveying equipment and methods for transporting, handling, and depositing the concrete.

Placing Equipment; G, DO

Data on placing equipment and methods.

Tests and Inspections; G, DO

Testing Technicians; G, RO

Concrete Construction Inspector (CCI); G, RO

Statements that the concrete testing technicians and the concrete inspectors meet the specified requirements.

Construction Joint Treatment; G, DO

The method and equipment proposed for joint cleanup and waste disposal shall be submitted for review and approval.

Curing and Protection; G, DO

The curing medium and methods to be used shall be submitted for review and approval.

Cold-Weather Placing; G, DO

If concrete is to be placed under cold-weather conditions, the proposed materials, methods, and protection shall be submitted for approval.

Hot-Weather Placing; G, DO

Finishing; G, DO

If concrete is to be placed under hot-weather conditions, the proposed materials and methods shall be submitted for review and approval.

Color Selector Chart; G, DO

The manufacturer's color selector chart showing the colors available shall be submitted.

Coloring Admixture; G, DO

SECTION 03 31 01.00 10 Page 6

The proposed coloring admixture shall be submitted for review and approval.

SD-04 Samples

Aggregates; G, RO

Cementitious Materials, Admixtures, and Curing Compound; G, RO

Samples of materials for government testing and approval.

SD-06 Test Reports

Quality of Aggregates; G, DO

Aggregate quality tests shall be submitted at least 30 days prior to start of concrete placement.

Mixer Uniformity; G, DO.

The results of the initial mixer uniformity tests shall be submitted at least 5 days prior to the initiation of placing.

Tests and Inspections; G, DO

Test results and inspection reports shall be submitted daily and weekly.

SD-07 Certificates

Cementitious Materials; G, DO

Cementitious Materials, including Cement and Pozzolan, and Ground Granulated Blast-Furnace Slag will be accepted on the basis of the manufacturer's certification of compliance, accompanied by mill test reports that materials meet the requirements of the specification under which they are furnished. Certification and mill test reports shall be from samples taken from the particular lot furnished. No cementitious materials shall be used until notice of acceptance has been given by the Contracting Officer.

Cementitious materials will be subject to check testing from samples obtained at the source, at transfer points, or at the project site, as scheduled by the Contracting Officer, and such sampling will be by or under the supervision of the Government at its expense. Material not meeting specifications shall be promptly removed from the site of work.

Impervious-Sheet Curing Materials; G, DO

Impervious-Sheet Curing Materials shall be certified for compliance with all specification requirements.

Air-Entraining Admixture; G, DO

Air-Entraining Admixture shall be certified for compliance with all specification requirements.

Other Chemical Admixtures; G, DO

SECTION 03 31 01.00 10 Page 7

Other Chemical Admixtures shall be certified for compliance with all specification requirements.

Membrane-Forming Curing Compound; G, DO

Membrane-Forming Curing Compound shall be certified for compliance with all specification requirements.

Epoxy Resin; G, DO

Latex Bonding Compound; G, DO

Epoxy Resin and Latex Bonding Compound shall be certified for compliance with all specification requirements.

Nonshrink Grout; G, DO

Descriptive literature of the Nonshrink Grout proposed for use shall be furnished together with a certificate from the manufacturer stating that it is suitable for the application or exposure for which it is being considered.

1.4 QUALITY ASSURANCE

The Government may sample and test aggregates and concrete to determine compliance with the specifications. The Contractor shall provide facilities and labor as may be necessary for procurement of representative test samples. Samples of aggregates will be obtained at the point of batching in accordance with ASTM D75/D75M. Concrete will be sampled in accordance with ASTM C172/C172M.

1.4.1 Preconstruction Sampling and Testing

1.4.1.1 Aggregates

The aggregate sources listed at the end of this section for aggregates have been tested and at the time testing was performed were capable of producing materials of a quality required for this project provided suitable processing is performed. The Contractor may furnish materials from a listed source or from a source not listed. Samples from any source of coarse aggregate and any source of fine aggregate selected by the Contractor, consisting of not less than 500 pounds of each size coarse aggregate and 300 pounds of fine aggregate taken under the supervision of the Contracting Officer in accordance with COE CRD-C 100 shall be delivered to U. S. Army engineer Research and Development Center, Structures Lab (3909 Halls Ferry Road) in Vicksburg, MS within 15 days after notice to proceed. Sampling and shipment of samples shall be at the Contractor's expense. 120 days will be required to complete evaluation of the aggregates. Testing will be performed by and at the expense of the Government in accordance with the applicable COE CRD-C or ASTM test methods. The cost of testing one source for each size of aggregate will be borne by the Government. If the Contractor selects more than one source for each aggregate size or selects a substitute source for any size aggregate after the original source was tested, the cost of that additional testing will be borne by the Contractor. Tests to which aggregate may be subjected are listed in paragraph QUALITY. The material from the proposed source shall meet the quality requirements of this paragraph. The Government's test data and other information on aggregate quality of those

SECTION 03 31 01.00 10 Page 8 sources listed at the end of this section are included in the Design Memorandum and are available for review in the district office. Testing of aggregates by the Government does not relieve the Contractor of the requirements outlined in paragraph TESTS AND INSPECTIONS.

1.4.1.2 Cementitious Materials, Admixtures, and Curing Compound

At least 60 days in advance of concrete placement, the Contractor shall notify the Contracting Officer of the sources for cementitious materials, admixtures, and curing compound, along with sampling location, brand name, type, and quantity to be used in the manufacture and/or curing of the concrete.

1.4.1.3 Sample Panels

Sample panels shall be as specified on Section 03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING. The sample panel accepted by the COR provides visual standard for work of this section. Sample panel shall remain through completion of work for use as a quality standard for finished work. Remove sample panel when directed by the COR.

1.4.2 Construction Testing by the Government

Sampling and testing will be performed by and at the expense of the Government except as otherwise specified. No material shall be used until notice has been given by the Contracting Officer that test results are satisfactory.

1.4.2.1 Chemical Admixtures Storage

Chemical admixtures that have been in storage at the project site for longer than 6 months or that have been subjected to freezing sha74ll be retested at the expense of the Contractor when directed by the Contracting Officer and shall be rejected if test results are not satisfactory.

Chemical admixtures will be accepted based on compliance with the requirements of paragraph CHEMICAL ADMIXTURES.

1.4.2.2 Cement and Pozzolan

If cement or pozzolan is to be obtained from more than one source, the initial notification shall state the estimated amount to be obtained from each source and the proposed schedule of shipments.

a. Prequalified Cement Sources - Cement shall be delivered and used directly from a mill of a producer designated as a qualified source.

Samples of cement for check testing will be taken at the project site or concrete-producing plant by a representative of the Contracting Officer for testing at the expense of the Government. A list of prequalified cement sources is available from Director, U.S. Army Corps of Engineers, Engineer Research and Development Center - Structures Laboratory, 3909 Halls Ferry Road, Vicksburg, MS 39180-6199, ATTN:

CEERD-SC.

b. Prequalified Pozzolan Sources - Pozzolan shall be delivered and used directly from a producer designated as a qualified source.

Samples of pozzolan for check testing will be taken at the project site by a representative of the Contracting Officer for testing at the expense of the Government. A list of prequalified pozzolan sources is

SECTION 03 31 01.00 10 Page 9 available from the Director, U.S. Army Corps of Engineers, Engineer Research and Development Center - Structures Laboratory, 3909 Halls Ferry Road, Vicksburg, MS 39180-6199, ATTN: CEERD-SC.

c. Nonprequalified Cement Sources - Cement, if not from a prequalified source, will be sampled at the source and stored in sealed bins pending completion of testing. Sampling, testing, and the shipping inspection from the point of sampling, when the point is other than at the site of the work, will be made by or under the supervision of the Government and at its expense. No cement shall be used until notice has been given by the Contracting Officer that test results are satisfactory.

In the event of failure, the cement may be resampled and tested at the request of the Contractor, at his expense. When the point of sampling is other than at the site of the work, the fill gates of the sampled bin and conveyances used in shipment will be sealed under Government supervision and kept sealed until shipment from the bin has been completed. If tested cement is rehandled at transfer points, the extra cost of inspection shall be at the Contractor's expense. The cost of testing cement excess to project requirements shall also be at the expense of the Contractor.

d. Nonprequalified Pozzolan Sources - Pozzolan, if not from a prequalified source, will be sampled at the source and stored in sealed bins pending completion of certain tests. Pozzolan will also be sampled at the site when determined necessary. All sampling and testing will be by and at the expense of the Government. Release for shipment and approval for use will be based on compliance with 7-day lime-pozzolan strength requirements and other physical and chemical and uniformity requirements for which tests can be completed by the time the 7-day lime-pozzolan strength test is completed. Release for shipment and approval for use on the above basis will be contingent on continuing compliance with the other requirements of the specifications. If a bin fails, the contents may be resampled and tested at the Contractor's expense. In this event the pozzolan may be sampled as it is loaded into cars, trucks, or barges provided they are kept at the source until released for shipment. Unsealing and resealing of bins and sealing of shipping conveyances will be done by or under the supervision of the Government. Shipping conveyances will not be accepted at the site of the work unless received with all seals intact. If pozzolan is damaged in shipment, handling, or storage, it shall be promptly removed from the site of the work. Pozzolan that has not been used within 6 months after testing shall be retested at the expense of the Contractor when directed by the Contracting Officer and shall be rejected if the test results are not satisfactory. If tested pozzolan is rehandled at transfer points, the extra cost of inspection shall be at the Contractor's expense.

1.4.2.3 Concrete Strength

Compressive strength test specimens will be made by the Government and cured in accordance with ASTM C31/C31M and tested in accordance with ASTM C39/C39M. The strength of the concrete will be considered satisfactory so long as the average of all sets of three consecutive test results equals or exceeds the specified compressive strength f'c and no individual test result falls below the specified strength f'c by more than 500 psi. A "test" is defined as the average of two companion cylinders, or if only one cylinder is tested, the results of the single cylinder test.

Additional analysis or testing, including nondestructive testing, taking cores and/or load tests may be required at the Contractor's expense when

SECTION 03 31 01.00 10 Page 10 the strength of the concrete in the structure is considered potentially deficient.

a. Investigation of Low-Strength Test Results - When any strength test of standard-cured test cylinders falls below the specified strength requirement by more than 500 psi or if tests of field-cured cylinders indicate deficiencies in protection and curing, steps shall be taken to assure that the load-carrying capacity of the structure is not jeopardized. Nondestructive testing in accordance with ASTM C597, ASTM C803/C803M, or ASTM C805 may be permitted by the Contracting Officer to estimate the relative strengths at various locations in the structure as an aid in evaluating concrete strength in place or for selecting areas to be cored. Such tests shall not be used as a basis for acceptance or rejection.

b. Testing of Cores - When the strength of concrete in place is considered potentially deficient, cores shall be obtained and tested in accordance with ASTM C42/C42M. At least three representative cores shall be taken from each member or area of concrete in place that is considered potentially deficient. The location of cores will be determined by the Contracting Officer to least impair the performance of the structure. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to at least 85 percent of the specified strength requirement and if no single core is less than 75 percent of the specified strength requirement.

c. Load Tests - If the core tests are inconclusive or impractical to obtain or if structural analysis does not confirm the safety of the structure, load tests may be directed by the Contracting Officer in accordance with the requirements of ACI 318. Concrete work evaluated by structural analysis or by results of a load test shall be corrected in a manner satisfactory to the Contacting Officer. All investigations, testing, load tests, and correction of deficiencies will be performed and approved by the Contracting Officer at the expense of the Contractor, except that if all concrete is in compliance with the plans and specifications, the cost of investigations, testing, and load tests will be at the expense of the Government.

1.5 DESIGN REQUIREMENTS

Design in accordance with ACI 301, Section 4. Submit Concrete Mix Designs with the following properties.

1.5.1 Air Content

Air content between 4 and 7 percent as delivered to the forms and as determined by ASTM C231/C231M, except that when the nominal maximum-size coarse aggregate is 3/4 inch, between 4.5 and 7.5 percent.

1.5.2 Slump

The slimp within the range of 1 to 4 inches as determined in accordance with ASTM C143/C143M. Where placement by pump is approved, the slump must not exceed 6 inches. The slump of concrete which may contain a chemical admixture for use in producing flowing concrete in accordance with ASTM C1017/C1017M must not exceed 8 inches.

SECTION 03 31 01.00 10 Page 11

1.5.3 Concrete Strength

Specified compressive strength f'c shall be as follows:

COMPRESSIVE STRENGTH (PSI) STRUCTURE OR PORTION OF STRUCTURE

4,000 @ 28 days All structures and invert slab

1.5.4 Maximum Water-Cement (W/C) Ratio

Maximum W/C shall be as follows:

WATER-CEMENT RATIO, BY MASS STRUCTURE OR PORTION OF STRUCTURE

0.50 All structures

These W/C's may cause higher strengths than that required by paragraph

CONCRETE STRENGTH.

1.6 CONSTRUCTION TOLERANCES

Except as specified otherwise, a plus tolerance increases and a minus tolerance decreases the dimension to which it applies. A tolerance without sign means plus or minus. Where only one sign is specified, there is no limit in the other direction. Tolerances are not cumulative. The most restrictive tolerance will control. Tolerances shall not extend the structure beyond legal boundaries.

a. Level and grade tolerance measurements of slabs shall be made as soon as possible after finishing. When forms or shoring are used, the measurements shall be made prior to removal.

b. Construction tolerances shall meet the requirements of ACI 117 and any of the following requirements that are applicable.

1.6.1 TOLERANCES FOR FOUNDATIONS

(1) Lateral alignment - Eccentricity measured from the center of gravity of footing as cast to the center of gravity as specified;

0.02 times width of footing in direction of misplacement but not more than ..................................................2 inch

Supporting masonry construction ..........................1/2 inch

(2) Level alignment

Top of footings supporting masonry........................1/2 inch

Top of other footings................................+ 1/2 inch ..................................- 2 inch

(3) Cross-sectional dimension

Horizontal dimension of formed member....................+2 inch ..................-1/2 inch

Horizontal dimensions of unformed

SECTION 03 31 01.00 10 Page 12 members cast against soil 2 foot or less..................+3 inch ..................-1/2 inch

Greater than 2 foot but less than 6 foot..................+6 inch ...................-1/2inch

Over 6 foot..............................................+12 inch .................................................. -1/2 inch

Vertical dimension (thickness) ........................-5 percent

(4) Relative alignment

Slope of footing side and top Surfaces with respect to the specified plane ....................1 inch maximum per 10 foot

1.6.2 TOLERANCES FOR CAST-IN-PLACE REINFORCED CONCRETE STRUCTURES

(1) Vertical alignment

For heights 100 foot or less Lines surfaces, and arises ...............................1 inch

Outside corner of exposed corner columns and control joint grooves in concrete exposed to view ................................1/2 inch

For heights greater than 100 foot Lines, surfaces, and arises, 1/1,000 times the height at any point but not more than.............................6 inch

Outside corner of exposed corner columns and control joint grooves in concrete, 1/2,000 times the height at any point but not more than....................................3 inch

(2) Lateral alignment

Members.....................................................1 inch

In slabs, centerline location of openings 12 inch or smaller and edge location of larger openings......................1/2 inch

Sawcuts, joints, and weakened plane embedment in slabs..................................3/4 inch

(3) Level alignment

Top of slabs

Elevation of slabs-on-grade...............................3/4 inch

Elevation of top surfaces of formed slabs before removal of supporting shores..............................3/4 inch

SECTION 03 31 01.00 10 Page 13

Elevation of formed surfaces before removal of shores..................................3/4 inch

Lintels, sills, parapets, horizontal grooves, and other lines lines exposed to view.....................................1/2 inch

(4) Cross-sectional dimensions

Members, such as columns, beams, piers, walls (thickness only), and slabs (thickness only)

12-inch dimension or less...............................+ 3/8 inch ................................-1/4 inch

More than 12 inch but not over 3-foot dimension....................................+1/2 inch ....................................-3/8 inch

Over 3-foot dimension......................................+1 inch ....................................-3/4 inch

5) Relative alignment

Stairs

Different in height between adjacent risers...................................1/8 inch

Different in width between adjacent treads...................................1/4 inch

Grooves

Specified width 2 inch or less............................1/8 inch

Specified width more than 2 inch but not more than 12 inch..........................1/4 inch

Sawcuts, joints, and weakened plane on slab

Lateral, gradual.......................3/4 inch maximum in 10 foot Lateral, abrupt.............................................0 inch

6) Openings through members

Cross sectional size of opening.........................-1/4 inch inch

Location of centerline of opening........................1/2 inch

1.6.3 TOLERANCE FOR FINISHED FORMED CONCRETE SURFACES

(1) Formed surfaces slope with respect to the specified plane

Vertical alignment of outside

SECTION 03 31 01.00 10 Page 14 corner of exposed corner columns and control joint grooves in concrete exposed to view................................1/4 inch maximum in 10 foot

All other conditions..................3/8 inch maximum in 10 foot

(2) Abrupt variation

The offset between concrete surfaces for the following classes of surface:

Class A...................................................1/8 inch Class D.....................................................1 inch

(3) Gradual variation

Surface finish tolerances as measured by placing a freestanding (unleveled), 5-foot straightedge for plane surface or curved template for curved surface anywhere on the surface and allowing it to rest upon two high spots within 72 hours after concrete placement. The gap at any point between the straightedge or template and the surface shall not exceed:

Class A...................................................1/8 inch Class D.....................................................1 inch

1.6.4 Appearance

Permanently exposed surfaces shall be cleaned, if stained or otherwise discolored, by a method that does not harm the concrete and that is approved by the Contracting Officer.

PART 2 PRODUCTS

2.1 MATERIALS

Submit mill test reports attesting that materials meet the requirements of the specification under which they are furnished. Certification and mill test reports must be firm samples, taken from the particular lot furnished.

2.1.1 Cementitious Materials

Cementitious materials shall be portland cement, portland-pozzolan cement, portland blast-furnace slag cement, portland cement in combination with pozzolan or GGBF and shall conform to appropriate specifications listed below. Use of cementitious materials in architectural concrete shall be restricted to one color, one source, and one type.

2.1.1.1 Portland Cement

ASTM C150/C150M, Type I or II, except that the maximum amount of C3A in Type I cement shall be 15 percent including the heat of hydration at 7 days including false set requirements, low alkali when used with aggregates listed at the end of this section which require it. In lieu of low-alkali cement, the Contractor may use a combination of portland cement that does not meet the low-alkali requirement with a pozzolan or GGBF slag provided the following requirement is met. The expansion of the proposed combination when tested in accordance with ASTM C441 shall be equal to or

SECTION 03 31 01.00 10 Page 15 less than the expansion of a low-alkali cement meeting the requirements of ASTM C150/C150M when tested in general conformance with ASTM C441. The expansion tests shall be run concurrently at an independent laboratory that is nationally recognized to perform such tests. The Government reserves the right to confirm the test results and to adjust the percentage of pozzolan or slag in the combination to suit other requirements. White portland cement shall meet the above requirements except that it may be Type I, Type II, or Type III low alkali. White Type III may be used only in specific areas of the structure, when approved in writing by the Contracting Officer.

2.1.1.2 High-Early-Strength Portland Cement

ASTM C150/C150M, Type III, with C3A limited to 5 percent, low alkali when used with aggregates listed at the end of this section which require it, used only when specifically approved in writing.

2.1.1.3 Pozzolan, Other than Silica Fume

Pozzolan shall conform to ASTM C618, Class C or F with the optional requirements for multiple factor, drying shrinkage, and uniformity of Table 2A. Table 1A requirement for maximum alkalies shall apply when used with aggregates listed at the end of this section to require low-alkali cement.

2.1.1.4 Ground Granulated Blast-Furnace Slag

Ground Granulated Blast-Furnace Slag shall conform to ASTM C989/C989M, Grade 100 or 120.

2.1.1.5 Blended Hydraulic Cement

Portland blast-furnace slag cement shall conform to ASTM C595/C595M, Type IS. Portland-pozzolan cement shall conform to ASTM C595/C595M, Type IP.

2.1.2 Aggregates

2.1.2.1 General

Concrete aggregates may be furnished from any source capable of meeting the quality requirements as stated in paragraph QUALITY. The test results and conclusions shall be considered valid only for the sample tested and shall not be taken as an indication of the quality of all material from a source nor for the amount of processing required. Fine and coarse aggregates shall conform to the grading requirements of ASTM C33/C33M. The nominal maximum size shall be as listed in paragraph NOMINAL MAXIMUM-SIZE COARSE AGGREGATE. Where the use of highway department gradations are permitted, proposed gradations shall be submitted for approval.

2.1.2.2 Concrete Aggregate Sources

a. Selection of Source - After the award of the contract, the Contractor shall designate in writing only one source or combination of sources from which he proposes to furnish aggregates. If the Contractor proposes to furnish aggregates from a source or from sources not listed at the end of this section, he may designate only a single source or single combination of sources for aggregates. Regardless of the source, selected samples for acceptance testing shall be provided as required by paragraph GOVERNMENT TESTING AND SAMPLING. If a source for coarse or fine aggregates so designated by the Contractor does not

SECTION 03 31 01.00 10 Page 16 meet the quality requirements stated in paragraph QUALITY, the Contractor may not submit for approval other non-listed sources but shall furnish the coarse or fine aggregate, as the case may be, from sources listed at the end of this section at no additional cost to the Government.

2.1.2.3 Quality

Fine and coarse aggregates delivered to the mixer shall "be tested and evaluated for alkali-aggregate reactivity in accordance with ASTM C1260.

The fine and coarse aggregates shall be evaluated separately and in combination, which matches the Contractor's proposed mix design proportioning. All results of the separate and combination testing shall have a measured expansion less than 0.10 (0.08) percent at 16 days after casting. Should the test data indicate an expansion of 0.10 (0.08) percent or greater, the aggregate(s) shall be rejected or additional testing using ASTM C1260 and ASTM C1567 shall be performed. The additional testing using ASTM C1260 and ASTM C1567 shall be performed using the low alkali portland cement in combination with ground granulated blast furnace (GGBF) slag, or Class F fly ash. GGBF slag shall be used in the range of 40 to 50 percent of the total cementitious material by mass. Class F fly ash shall be used in the range of 25 to 40 percent of the total cementitious material by mass" meet the following requirements:

TEST LIMITS

PROPERTY FINE AGGREGATE COARSE AGGREGATE

TEST

Specific Gravity 2.6 2.64 ASTM C127

ASTM C128

Absorption 2.0 2.0

ASTM C128

Durability Factor using (Procedure A) 10 percent 10 percent COE CRD-C 114

ASTM C666/C666M

Clay Lumps and Friable Particles 3 percent 3 percent ASTM C131/C131M

ASTM C142/C142M

Material Finer than (No. 200) Sieve 5 percent 1 percent ASTM C117

Organic Impurities Not darker than No. 3 ASTM C40/C40M Not less than 95 percent ASTM C87/C87M

ASTM C1338

Test Limits L.A. Abrasion - - 19 ASTM C131/C131M

ASTM C535

Soft Particles 3 percent 3 percent COE CRD-C 130

Chert, less than

2.40 specific gravity 3 percent 3 percent ASTM C123

SECTION 03 31 01.00 10 Page 17

TEST LIMITS

PROPERTY FINE AGGREGATE COARSE AGGREGATE

TEST

Coal and Lignite, less than 2.00 specific gravity 3 percent 3 percent ASTM C123

Petrographic Examination Fresh interlocking crystaline with few voids, no clay minerals, and no soluble minerals ASTM C295/C295M

2.1.3 Chemical Admixtures

Chemical admixtures to be used, when required or permitted, shall conform to the appropriate specification listed. Chemical admixtures shall be from the same manufacturer as the one that supplies compatible with the coloring admixture.

2.1.3.1 Air-Entraining Admixture

The air-entraining admixture shall conform to ASTM C260/C260M and shall consistently cause the concrete to have an air content in the specified ranges under field conditions.

2.1.3.2 Strength Accelerating Admixture

Accelerators shall meet the requirements of ASTM C494/C494M, Type C or E, except that calcium chloride or admixtures containing calcium chloride shall not be used. Strength accelerating admixtures shall not adversely impact workability of concrete.

2.1.3.3 Water-Reducing or Retarding Admixture

a. Water-Reducing or Retarding Admixtures: ASTM C494/C494M, Type A, B, or D, except that the 6-month and 1-year compressive strength tests are waived.

b. High-Range Water Reducing Admixture: ASTM C494/C494M, Type F or G except that the 6-month and 1-year strength requirements shall be waived. The admixture may be used only when approved by the Contracting Officer, such approval being contingent upon particular mixture control as described in the Contractor's Quality Control Plan.

2.1.3.4 Other Chemical Admixtures

Other chemical admixtures for use in producing flowing concrete shall comply with ASTM C1017/C1017M, Type 1 or 2. These admixture shall be used only for concrete listed in paragraph SLUMP.

2.1.3.5 Coloring Admixture

Wingwall and culvert concrete color shall be formulated for use in new concrete. Coloring admixture shall conform to the requirements of ASTM C979/979M. Two complementary colors that closely match the color of

SECTION 03 31 01.00 10 Page 18 the existing wingalls and culvert shall be selected by the COR. The two colors shall be selected from the manufacturer's color selector chart. The final production color shall be selected from the sample panels referenced on section 1.4.1.3. The manufacturer shall certify that the color is compatible with the anti-graffiti top coat.

2.1.4 Curing Materials

2.1.4.1 Impervious-Sheet Curing Materials

Impervious-sheet curing materials shall conform to ASTM C171, type optional, except polyethylene film shall not be used.

2.1.4.2 Membrane-Forming Curing Compound

The membrane-forming curing compound shall conform to ASTM C309, Type 1-D or 2, except a styrene acrylate or chlorinated rubber compound meeting Class B requirements shall be used for surfaces that are to be painted or are to receive bituminous roofing, or waterproofing, or floors that are to receive adhesive applications of resilient flooring. The curing compound selected shall be compatible with any subsequent paint, roofing, coating, or flooring specified. Nonpigmented compound shall contain a fugitive dye and shall have the reflective requirements in ASTM C309 waived. The curing compound shall be certified by the color admixture manufacturer to be compatible with the color admixture.

2.1.4.3 Burlap

Burlap used for curing shall conform to AASHTO M182

2.1.5 Water

Water for mixing and curing shall be fresh, clean, potable, and free of injurious amounts of oil, acid, salt, or alkali, except that nonpotable water may be used if it meets the requirements of COE CRD-C 400.

2.1.6 Nonshrink Grout

Nonshrink grout shall conform to ASTM C1107/C1107M and shall be a commercial formulation suitable for the application proposed.

2.1.7 Abrasive Aggregates

Fifty-five percent, minimum, aluminum oxide or silicon-dioxide abrasive ceramically bonded together to form a homogeneous material sufficiently porous to provide a good bond with portland paste; or factory-graded emery aggregate consisting of not less than 45 percent aluminum oxide and 25 percent ferric oxide. The aggregate shall be well graded from particles retained on the 600-µm (No. 30) sieve to particles passing the 2.36-mm (No.

8) sieve.

2.1.8 Latex Bonding Compound

Latex bonding compound agents for bonding fresh to hardened concrete shall conform to ASTM C1059.

2.1.9 Epoxy Resin

Epoxy resin for use in repairs shall conform to ASTM C881/C881M, Type III, SECTION 03 31 01.00 10 Page 19

Grade I or II.

2.1.10 Form Saver Reinforcing Coupler

The mechanical coupler connection shall be a positive locking, paper threaded type coupler. Coupler shall be galvanized and conform to ASTM A29/A29M and ASTM A516/A516M

2.2 CONCRETE MIXTURE PROPORTIONING

2.2.1 Quality of Mixture

For each portion of the structure, mixture proportions shall be selected so that the strength and W/C requirements listed in paragraph DESIGN REQUIREMENTS are met.

2.2.2 Nominal Maximum-Size Coarse Aggregate

Nominal maximum-size coarse aggregate shall be 1 inch inches except 3/4 inch nominal maximum-size coarse aggregate shall be used when any of the following conditions exist: the narrowest dimension between sides of forms is less than 7-1/2 inches, the depth of the slab is less than 4 inches, or the minimum clear spacing between reinforcing is less than 2-1/4 inches.

2.2.3 Air Content

Air content as delivered to the forms and as determined by ASTM C231/C231M shall be between 4 and 7 percent except that when the nominal maximum-size coarse aggregate is 3/4 inch, it shall be between 4.5 and 7.5 percent.

2.2.4 Slump

The slump shall be determined in accordance with ASTM C143/C143M and shall be within the range of 1 to 4 inches. Where placement by pump is approved, the slump shall not exceed 6 inches.

2.2.5 Concrete Proportioning

Trial batches and testing requirements for various qualities of concrete specified shall be the responsibility of the Contractor. Samples of aggregates shall be obtained in accordance with the requirements of ASTM D75/D75M. Samples of materials other than aggregate shall be representative of those proposed for the project and shall be accompanied by the manufacturer's test reports indicating compliance with applicable specified requirements. Trial mixtures having proportions, consistencies, and air content suitable for the work shall be made based on methodology described in ACI 211.1, using at least three different water-cement ratios, which will produce a range of strength encompassing those required for the work. The maximum water-cement ratios required in paragraph MAXIMUM WATER-CEMENT RATIO will be converted to a weight ratio of water to cement plus pozzolan by mass, silica fume, or GGBF slag by mass equivalency as described in ACI 211.1. In the case where GGBF slag is used, the weight of the slag shall be included in the equations for the term P, which is used to denote the mass of pozzolan. If pozzolan is used in the concrete mixture, the minimum pozzolan content shall be 15 percent of the total cementitious material. Trial mixtures shall be proportioned for maximum permitted slump and air content with due consideration to the approved conveying and placement method. The temperature of concrete in each trial batch shall be reported. For each water-cement ratio, at least three test

SECTION 03 31 01.00 10 Page 20 cylinders for each test age shall be made and cured in accordance with ASTM C192/C192M. They shall be tested at 7 days and at the design age specified in paragraph DESIGN REQUIREMENTS in accordance with ASTM C39/C39M.

From these test results, a curve will be plotted showing the relationship between water-cement ratio and strength.

2.2.6 Required Average Compressive Strength

In meeting the strength requirements specified in paragraph CONCRETE STRENGTH, the selected mixture proportion shall produce a required average compressive strength f'cr exceeding the specified strength f'c by the amount indicated below.

2.2.6.1 Average Compressive Strength from Test Records

Where a concrete production facility has test records, a standard deviation shall be established in accordance with the applicable provisions of ACI 214R. Test records from which a standard deviation is calculated shall represent materials, quality control procedures, and conditions similar to those expected, shall represent concrete produced to meet a specified strength or strengths (f'c) within 1,000 psi of that specified for proposed work, and shall consist of at least 30 consecutive tests. A strength test shall be the average of the strengths of two cylinders made from the same sample of concrete and tested at 28 days or at another test age designated for determination of f'c.

Required average compressive strength f'cr used as the basis for selection of concrete proportions shall be the larger of the equations that follow using the standard deviation as determined above:

f'cr = f'c + 1.34S f'cr = f'c + 2.33S - 500

Where S = standard deviation

Where a concrete production facility does not have test records meeting the requirements above but does have a record based on 15 to 29 consecutive tests, a standard deviation shall be established as the product of the calculated standard deviation and a modification factor from the following table:

MODIFICATION FACTOR

FOR STANDARD DEVIATION

NUMBER OF TESTS* Use tabulation in paragraph less than 15 DETERMINING REQUIRED AVERAGE STRENGTH

15 1.16 20 1.08 25 1.03 30 or more 1.00

*Interpolate for intermediate numbers of tests.

2.2.6.2 Average Compressive Strength without Previous Test Records

When a concrete production facility does not have sufficient field strength test records for calculation of the standard deviation, the required average strength fcr shall be determined as follows:

SECTION 03 31 01.00 10 Page 21

If the specified compressive strength f'c is less than 3,000 psi, f'cr = f'c + 1,000

If the specified compressive strength f'c is 3,000 to 5,000 psi, f'cr = f'c + 1,200

If the specified compressive strength f'c is over 5,000 psi, f'cr = f'c + 1,400.

2.2.7 Coloring Admixture

Add coloring admixture to concrete mixture according to manufacturer's written instructions.

PART 3 EXECUTION

3.1 EQUIPMENT

3.1.1 Capacity

The batching, mixing, conveying, and placing equipment shall have a capacity of at least 30.0 cubic yards per hour.

3.1.2 Batch Plant

Batch plant shall conform to the requirements of NRMCA CPMB 100 and as specified; however, rating plates attached to batch plant equipment are not required.

3.1.2.1 Batching Equipment

The batching controls shall be semiautomatic or automatic. The semiautomatic batching system shall be provided with interlocks such that the discharge device cannot be actuated until the indicated material is within the applicable tolerance. The batching system shall be equipped with an accurate recorder or recorders that meet the requirements of NRMCA CPMB 100. Separate bins or compartments shall be provided for each size group of aggregate and cement, pozzolan, and GGBF slag. Aggregates shall be weighed either in separate weigh batchers with individual scales or cumulatively in one weigh batcher on one scale. Aggregate shall not be weighed in the same batcher with cement, pozzolan, or GGBF slag. If both cement and pozzolan or GGBF slag are used, they may be batched cumulatively provided that the portland cement is batched first. If measured by mass, the mass of the water shall not be weighed cumulatively with another ingredient. Water batcher filling and discharging valves shall be so interlocked that the discharge valve cannot be opened before the filling valve is fully closed. An accurate mechanical device for measuring and dispensing each admixture shall be provided. Each dispenser shall be interlocked with the batching and discharging operation of the water so that each admixture is separately batched and discharged automatically in a manner to obtain uniform distribution throughout the batch in the specified mixing period. Admixtures shall not be combined prior to introduction in water. The plant shall be arranged so as to facilitate the inspection of all operations at all times. Suitable facilities shall be provided for obtaining representative samples of aggregates from each bin or compartment. All filling ports for cementitious materials bins or silos

SECTION 03 31 01.00 10 Page 22 shall be clearly marked with a permanent sign stating the contents.

3.1.2.2 Scales

The equipment for batching by mass shall conform to the applicable requirements of NIST HB 44, except that the accuracy shall be plus or minus

0.2 percent of scale capacity. The Contractor shall provide standard test weights and any other auxiliary equipment required for checking the operating performance of each scale or other measuring devices. Tests shall be made at the frequency required in paragraph TESTS AND INSPECTIONS, and in the presence of a government inspector.

3.1.2.3 Batching Tolerances

a. Weighing Tolerances

PERCENT OF REQUIRED

MATERIAL MASS

Cementitious materials 0 to plus 2 Aggregate plus or minus 2 Water plus or minus 1 Chemical admixture 0 to plus 6

b. Volumetric Tolerances - For volumetric batching equipment, the following tolerances shall apply to the required volume of material being batched:

Water: ...................... Plus or minus 1 percent.

Chemical admixtures: ........ Zero to plus 6 percent.

3.1.2.4 Moisture Control

The plant shall be capable of ready adjustment to compensate…