Division 500 RIGID PAVEMENT. 10/1/ Rigid Pavement

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1 Division 500 RIGID PAVEMENT 10/1/ Rigid Pavement

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3 Standard Specifications for Road and Bridge Construction Division Rigid Pavement Section Description Revision Date Ready-Mixed Concrete...10/1/ Portland Cement Concrete Pavement...10/1/ Bridge Approach Slab...2/1/ Concrete Approach Pavement...1/1/ Reinforced Concrete Pavement...1/1/ Blank Strength of Concrete Using the Maturity Method...1/1/ Subdivision Concrete Replacement...10/1/ Portland Cement Concrete Base (formerly Section 309)...1/1/ /1/ Division Index

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5 Section 501 Ready-Mixed Concrete Description. This specification covers ready-mixed concrete manufactured, delivered, and conveyed to the point of placement on the job site in a freshly mixed and unhardened state as herein specified. Contractor ready-mixed concrete shall consist of a mixture of Portland cement, supplementary cementitious materials, fine aggregate, coarse aggregate, and water combined in the proportions specified for the various classes of concrete. Admixtures for the purpose of entraining air, retarding or accelerating the set, tinting, and other purposes may be added as specifically required or permitted. Nighttime production and delivery lighting requirements shall be in accordance with Section Materials. All materials shall be in accordance with Division 1000, Materials Details, as specified in the contract documents and specifically as follows: Item Section Coarse Aggregate Fine Aggregate Lightweight (Low Mass Density) Aggregates Optimized Aggregate Blend Guidelines Combine Aggregate Gradation Requirements Silica Fume 1016 Ground Granulated Blast Furnace Steel Slag 1017 Fly Ash For Concrete 1018 Portland Cement 1019 Concrete Admixtures 1054 Concrete Tinting Material 1056 Water Fibers. Macro-synthetic fibers are manufactured from virgin polyolefins (polypropylene and polyethylene) and shall comply with ASTM C and Section Storage. Storage facilities satisfactory to the Engineer shall be provided at the batching plant to permit proper sampling, handling, testing, and control of materials prior to and during use Concrete used in sidewalks, steps, medians, median strips and paved approaches will require the use of coarse aggregate that does not exceed the chert limits specified in accordance with Section /1/ Ready-Mixed Concrete

6 501.3 Quality of Concrete. The proportions of Portland cement, supplementary cementitious material, fine aggregate, and coarse aggregate for ready-mix concrete shall be as specified by the Engineer within the applicable limits of the specifications for the class of concrete designated in the contract. Aggregate Proportions. Aggregates in Class B, (curb and gutter) mixes must be proportioned to have a minimum of 55 percent coarse aggregate by weight of the total coarse and fine aggregate, unless an optimized gradation is submitted. Aggregates in mixes with macro-fiber must be proportioned to have no less than 45 percent, but no more than 55 percent coarse aggregate by weight of the total coarse and fine aggregate. Aggregate in seal concrete mixes shall be proportioned to have no less than 45 percent, but no more than 55 percent fine aggregate by weight of the total coarse and fine aggregate. Aggregates in all other mixes must be proportioned to have a minimum of 60 percent coarse aggregate by weight of the total coarse and fine aggregate, unless an optimized gradation is submitted. The Contractor shall submit a mixture designed by absolute volume methods or an optimized mix design method such as Shilstone method or other recognized optimization method. Aggregate Gradations. Optimized will refer to aggregate gradations that produce lower water demands, as well as improved workability and finishing characteristics. When optimized aggregate gradations are used, the final grading shall conform to the blending and combined (coarseness, workability, 0.45 power curve, cohesion and workability retained) aggregate requirements of Sections and Unless otherwise specified in the contract documents, the nominal maximum size of coarse aggregate shall not exceed three-fourths of the minimum clear spacing between reinforcing bars, one-fifth of the narrowest dimension between sides of forms, or one-third the thickness of slabs or toppings. The nominal maximum size of coarse aggregate used in seal concrete shall not exceed three-fourths of an inch. The target and allowable gradation range of each fraction shall be included. The Engineer assumes no responsibility for the volume of concrete produced or furnished for the work Mix Design. All concrete material used within County right-of-way shall have a mix design submitted, reviewed, and approved by the Chief Materials Engineer. Mix designs shall be prepared in accordance with the appropriate sections of ASTM C 94, ASTM C 192, ACI 211.5R-01, ACI 301, and ACI 318 Chapter 5. When the Contractor submits alternative mix designs and tests results, the Contractor shall provide the Engineer documentation as follows: 1) That an American Concrete Institute (ACI) Certified Concrete Field Testing Technician, Grade I, or approved equal, has been used to: a) Measure temperature, slump, self-consolidating concrete properties (slump flow, visual stability index, and J-ring values), air content and wet unit weight of trial batch; b) Cast a minimum of nine 4" x 8" (or six 6" x 12") cylinders from the trial batch, three for each opening compressive strength, three 4" x 8" (or two 6" x 12") cylinders for 7-day compressive strength, and three 4" x 8" (or two 6" x 12") cylinders for 28-day compressive strength and surface resistivity; 10/1/ Ready-Mixed Concrete

7 c) Cast cylinders as specified otherwise in the contract documents and; 2) That an American Concrete Institute (ACI) Certified Concrete Strength Testing Technician, or approved equal, has been used to: a) Perform compression testing and report the required compressive strengths Required Information. The Contractor shall submit to the Engineer the following in no less than 14 days in advance of the pre-production trial batch. The mix design shall be designed at the absolute volume of each component (rounded to the nearest 0.01) plus the volume of the target entrained air content specified, be reported to the nearest 0.01, and should add up to ± 0.05 cubic feet per cubic yard. If more than one production facility is proposed for use, the information shall be submitted for each facility. Aggregate physical properties testing shall not be more than 90 days old. The concrete mix design shall include the following information: 1) Letter of transmittal identifying proposed concrete mixtures to be furnished, the County project for which it is submitted, and method used to select proportions, signed and dated by the person that prepared the submittal and the person selecting the mixture proportions. a) Certification of compliance that all of the materials proposed for work meet the requirements of the contract documents. 2) Manufacturer name, plant identification, and corresponding or mailing address. 3) Manufacturer quality control representative name and or mailing address. 4) Manufacturer mix design designation. 5) Mixture identification by class. 6) Specified minimum compressive strength (f c ) that is applicable for class, in psi. 7) Exposure class, in accordance with ACI 318 Chapter 4. 8) Documentation of compressive strength test records used to determine standard deviation in accordance with ACI 318. These records shall not be greater than 24 months old and shall be collected over a period of not less than 60 days. 9) Required average compressive strength (f cr ), psi. Determination of required average compressive strength (f cr ) of proposed mixture shall be based on ACI 318 Chapter 5 and reported to the nearest 50 psi. 10/1/ Ready-Mixed Concrete

8 10) Documentation that proposed concrete proportions will produce an average compressive strength f cr that shall include field strength test record, compressive strength test records (tested at 28-days or at the test age specified for f c ), or trial mixtures that represent materials, slump, self-consolidated concrete properties, air entrainment and conditions to those expected during placement. Strength tests with water to cementitious ratio below design are not acceptable. 11) Intended placement method(s): a) Buckets; b) Chutes and Belts; c) Buggies; d) Pumps; e) Tremies; f) Spreader or Belt Placer. 12) Source, type, and specific gravity (to the nearest 0.01) of Portland cement. 13) Source, type (class, grade, etc.), and specific gravity to the nearest 0.01 of each supplementary cementitious material, if used. 14) Vendor, name, amount, and type (Class) of admixtures (fibers, pigments, air entraining, water reducer, accelerator, etc.). a) Identify location of admixture addition if not made at the batching facility. 15) Source, class, type (formation, river source, etc.), applicable ledge number, and gradation of the aggregates used. 16) Saturated-surface-dry specific gravity (to the nearest 0.001) and absorption (to the nearest 0.1 percent) of each fraction in accordance with AASHTO T 85 for coarse aggregate and AASHTO T 84 for fine aggregate, including raw data. 17) Dry-rodded unit weight of each coarse aggregate fraction in accordance with AASHTO T 19 to the nearest whole number. 18) For optimized mixtures, the percent of each aggregate component to the nearest 0.1 percent. 19) Source of water and ice (i.e., Missouri American, well, etc.). a) Non-potable water source requires evidence of satisfactory use at the time of plant calibration in accordance with Section 1070 Water. 20) Wet unit weight of concrete mixture to the nearest 0.1 pounds per cubic foot. 10/1/ Ready-Mixed Concrete

9 21) Lightweight concrete only: a) Equilibrium density of concrete mixture to the nearest whole pounds per cubic foot in accordance with ASTM C 567; b) Oven-dry loose unit weight of lightweight aggregate to the nearest 0.1 pound per cubic foot. 22) Batch weight of each cementitious material to the nearest 5 pounds per cubic yard. 23) Batch volume of each chemical admixture to the nearest 0.1 fluid ounces per cubic yard. 24) Batch weight of each dry admixture (i.e., fiber, color pigments) in incremental units (sacks, bags, or tins) and to the nearest 0.1 pounds per cubic yard. 25) Batch weight of each aggregate to the nearest 10 pounds per cubic yard. 26) Batch weight of water to the nearest 5 pounds per cubic yard. a) 1 gallon of 60 F is equal to pounds. 27) Target water to cementitious ratio (w/cm) where water includes batch water, aggregate surface moisture and water in the admixture (at dosages greater than ½ gallon per cubic yard), but excludes the absorption water of the aggregate. Target water to cementitious ratio shall be reported to the nearest 0.01 and not: a) Be less than 0.28; b) Exceed the Section specified maximum less 0.03 (i.e., if the specified maximum w/cm is 0.43, then the target w/cm shall not exceed 0.40); and c) Vary by more than ±0.03 of the approved mix design value during production. 28) Water-soluble chloride-ion (Cl) content for each ingredient or for the hardened concrete by weight of cement, in percent (for prestressed or reinforced concrete only). 29) Latex Modified concrete only: a) Standard density, unit weight in pcf. b) In-place density of plastic concrete, pcf. 10/1/ Ready-Mixed Concrete

10 30) Self-Consolidating Concrete only: a) Visual Stability Index (VSI) of Self-Consolidating Concrete (SCC) (AASHTO T 351). i) Visual Stability Index rating shall be reported in accordance with Table 1 of AASHTO T 351. b) Slump Flow of Self-Consolidating Concrete (AASHTO T 347). i) Slump flow, to the nearest 0.25 inch. ii) T 50 time, to the nearest second. c) Passing Ability of Self-Consolidating Concrete by J-Ring (AASHTO T 345) i) J-Ring Δheight, to nearest 0.25 inch. ii) The slump flow difference between inside the ring and outside the ring, to the nearest inch. d) Stability. Except for lightweight concrete, the stability of the concrete shall be determined in the laboratory prior to approval of the SCC mixture using test method ASTM C 1610, reporting the static segregation to the nearest 0.1 percent Mix design(s) submitted for approval shall be within the limits specified for: 1) Minimum cement content; 2) Maximum amount of water (and admixture, if applicable) that achieves maximum slump; 3) Slump (except for self-consolidating concrete); 4) Target entrained air content; 5) Nominal Maximum Aggregate size; 6) Fresh Concrete Unit Weight (wet); 7) ±3 pounds per cubic foot of Equilibrium density (when specified for Lightweight concrete only), not to exceed maximum when tolerance is applied; 8) For self-consolidating concrete: VSI, Slump Flow, T 50, J-Ring Flow, and static segregation. Static segregation test not required for lightweight concrete. 10/1/ Ready-Mixed Concrete

11 Contractor Materials for Mix Design. The proportions for any mixture of materials obtained from established and County-approved commercial sources may be obtained by the Contractor from the Engineer upon request. If the Contractor desires to ascertain the mix for a certain combination of aggregates obtained from commercial sources before construction work starts, the Contractor shall advise the Engineer in writing of the specific source of materials which he desires to use, and the Engineer will supply the mix for each combination of coarse and fine aggregates for which a specific request is made. Admixtures used in combination shall be compatible with one and other and result in a uniform mixture. Dosage of admixtures may vary. A range of dosages shall be allowed which will permit obtaining the specified physical properties of plastic and hardened concrete. If mix design information is desired for bidding, requests for such information may be made to the Director, Department of Transportation. The County will not specify admixture quantity unless specified in the contract documents Contractor Request for County Mix Design Review. The Contractor shall make the request as far in advance of the letting as possible to allow the Engineer sufficient time to furnish a reply. The Contractor shall allow the Engineer up to 28-days to furnish a reply. The mix set by the Engineer will be based upon the materials designated by the Contractor as intended for use in the work. The Contractor shall notify the Engineer at least 5 days in advance of a proposed material source change. Materials source changes not approved and that are incorporated in the work will result in the concrete being rejected by the Engineer. If sources of supply are changed, the mix may be revised if necessary. Any costs due to delays caused by the submittal of mix designs which do not meet specification requirements will be the responsibility of the Contractor Early Opening of Pavement. Alterations in the pavement mix design may be allowed at the discretion of the Engineer to accommodate the early opening of the roadway. Proposals for pavement mix modifications to accomplish accelerated strength gain of the concrete shall be submitted to the Engineer ten days prior to the intended pour date for review and approval Ordering Responsibility. The Contractor is responsible for ordering concrete from the manufacturer that will ensure timely, uniform delivery of material to the job site Production Notification. Manufacturing plant inspection is typically required for concrete quantities at or above 50 cubic yards. The plant shall certify loads when the quantity produced is less than 50 cubic yards and inspection is not performed. Whenever production is made for the Department, the Contractor or utility shall notify the Engineer by 2:30 pm the business day before the day of production with the manufacturing plant name, class or designation of the concrete mix, amount of concrete to be batched, special air, slump or admixture requirements and batching time. Failure to notify the Engineer may result in reduction of payment, complete rejection, or removal and replacement of the material placed Load Certification of Compliance. The concrete producer shall provide a Certificate of Compliance for each truckload of concrete when inspection is not performed. The Certificate of Compliance shall verify that the delivered concrete is in compliance with the mix design and shall include: 10/1/ Ready-Mixed Concrete

12 1) Name of the ready-mix concrete producer and plant location; 2) Name of the Contractor; 3) Date; 4) County / Federal Project Number; 5) Bridge Number (when applicable); 6) Time concrete was batched; 7) Truck number; 8) Quantity of concrete in this load; 9) Running total of this concrete mix batched on this day for this project; 10) Type of concrete (County Mix Designation Number); 11) Cementitious Materials (Portland cement, ground granulated blast furnace slag, fly ash, silica fume, others) including brand, type and production mill and production power plant for fly ash using County Standard Abbreviations; 12) Admixture brand and product name using County Standard Abbreviations; 13) Aggregate sources using state DOT Ledge / Pit identification; 14) Admixture brand and quantity batched in oz./100 wt. or oz./(cy) for: a) Air-entraining admixtures; b) Water reducing admixtures; c) Other admixtures; 15) Total Water (Batch Water + Free Moisture) (gal./lbs.); 16) The water available to add in gallons; 17) Mix Design Water Target (CY s)) Total water] (gallons) Certificate Responsible Representative. The Certificate of Compliance shall be signed by a responsible representative of the concrete producer, affirming the accuracy of the information provided Certificate Minimum Requirements. For commercial concrete, the Certificate of Compliance shall include, as a minimum, the batching facility, date, and quantity batched per load. 10/1/ Ready-Mixed Concrete

13 Field Adjustment of Approved Mix Design. During the conduct of work, the Engineer reserves the right to require the Contractor to order the producer to change the proportions if conditions warrant, producing a satisfactory mix. If any changes are made to the mixture proportions, material source or materials that are outside the limits specified below, the revised proportions shall be submitted for review and shall demonstrate a compressive strength equal to or exceeding the current required average compressive strength established by job records. Any changes made shall also be within the limits specified in the contract documents and shall be made at no additional compensation to the Contractor. Mix Design Changes Requiring Resubmittal* Mix Design Element Tolerance (±) Water to cementitious material ratio (w/cm) 0.03 Total water content, percent 5 Coarse aggregate (weight per cubic yard), percent 10 Fine aggregate (weight per cubic yard), percent 10 Supplementary cementitious material content, percent 5 Admixture (as originally dosed), percent 25 Unit Weight, pounds per cubic foot 5 * When tolerance is applied, the element value shall not be outside specification limits Mix Design Re-Submittals. To keep accurate records, the original job mix design will be labeled with a revision number consecutively numbered beginning with (R1) behind the last digit of the job mix design number to signify that the job mix design has been field adjusted. Supporting data justifying the need and type of field adjustment shall be submitted to the Engineer. The Engineer will approve all field adjustments. The Contractor must notify the Engineer in writing of the adjustments made, new target values and any other information required for evaluation of the revised mix. The Contractor shall submit the field adjusted job mix design to the Engineer in writing at least 24 hours in advance of revised mix use The following are a list of mix types classified by Standard Specification Section, use, mix classification, type and cementitious content: Standard Specification Section Mix Class-Type 1:6.75 Grout(05) Flowable Fill 07 X Lightweight 7.40 Commercial 1:4 Grout B - C & G Seal General Description Abandoned Pipe Fill Plugging abandoned wells Cavities, crevices or low areas Seal Concrete to protect excavated foundation 10/1/ Ready-Mixed Concrete

14 Standard Specification Section and 504 Mix Class-Type PCCP Commercial PCCP-HE PCCP-HE PCCP-HF PCCP-SF B-1 PCCP General Description New Subdivision concrete Pavement; Slip Form Paving - March 16 to November 14 New Subdivision concrete Pavement; Slip Form Paving - November 15 to March 15 with Accelerator New Subdivision concrete Pavement; Incidental or Rail Form Paving - November 15 to March 15 with Accelerator New Subdivision concrete Pavement; Incidental or Rail Form Paving - March 16 to November 14 See Section 904 for application High-Early Strength Pavement Mix-Type I/II cement High-Early Strength Pavement Mix Hand-Finish Pavement Mix Slip-Form Pavement Mix Bridge Approach Slab, Sleeper Slab and Concrete Approach Pavement 10/1/ Ready-Mixed Concrete

15 Standard Specification Section 603 Mix Class-Type B C&G B-STR Any B-C&G, B-STR, B-1, B-2, MB-2, or PCCP mix General Description Conduit Encasement and Encasement Around Water Pipe Abandoned Water Main plugging and sealing 604 M.S.D.-A Pipe Collar, Type A or B; Encasement around house sewer pipe; Pipe collars, and Cast-In-Place Inlets and Base, Grated Troughs and all other 604 1:3 Grout 05 Tuckpointing and Plastering sand-cement mortar 604 A-1 All Precast Items (Headwalls, Drop Inlets and Manholes) 606 Concrete to fill guardrail pockets 607 Fencing Footing concrete (Commercial mix allowed) B C&G or B-STR Sidewalks and Steps Median/Island/Median Strip/Paved Approaches (Meramec sand required) 608 Exposed Exposed Aggregate Sidewalk 609 B C&G MSD A Integral Curb, S-Curb, Gutter, Curb and Gutter, Drain Basins, Ditch Liner Paved ditch or channel 610 B-STR Precast Concrete Blocks 611 B C&G or B-STR 1:6.75 Grout(05) Flowable Fill 07 X Lightweight 7.40 Concrete Slope Protection and Gabion wall base pad concrete (Commercial mix allowed) Abandoned Pipe Fill 1:3 Grout 05 Grout for Stone Revetment PCCPVES PCCPVES PCCPHE B-STR B Hour Very Early Opening Concrete Pavement or Joint Repair (Type I/II or IL cement) 4-6 Hour Very Early Opening Concrete Pavement or Joint Repair (Type III cement) Hour High Early Opening Concrete Pavement or Joint Repair (Type I/II) Concrete Median Barrier 10/1/ Ready-Mixed Concrete

16 Standard Specification Section Mix Class-Type General Description 701 B-STR Pedestal Pile; Substructure 702 A-1 Precast-Prestressed Concrete Pile B-1 Cast-In-Place Concrete Pile A-1 Precast Slabs B-STR B C&G Cavities, crevices or low areas 703 MB-2-WR B-STR, B-1, or A-1 B-1 B-STR or B-1 Seal Concrete Face Panels for MSE Walls Safety Barrier Curb, Barrier Curb Transitions and Sidewalk on Superstructure: Bridge Deck Modular Block Retaining Wall Concrete Leveling Pad Seal Concrete. Used for underwater placement to seal cofferdam excavation from water infiltration or as a nonstructural base around a pile group requiring underwater placement 704 X Lightweight Lightweight Concrete 705 A-1 Prestressed Concrete Members for Bridges; Precast Prestressed Panels 723 B-STR or B-1 Concrete Retaining Wall, cast-in-place :6.75 Grout(05) or Flow MSD A B-1 Grouting, Sand-Cement Backfill, Pipe sewer in bored holes, between liner and outside the pipe, Concrete Encasement or Cradle, and Spaces between pipe and tunnel liner or rock surface Precast Reinforced Concrete Manholes and Drop Inlets poured in-place footing Pipe Collar, Type A or B Flared End Sections: Headwalls and intake and outlet structures 10/1/ Ready-Mixed Concrete

17 Standard Specification Section 904 Mix Class-Type B-STR B C&G or B-STR Preformed Pull Box and Cover General Description Wood Pole embedment in concrete; Concrete bases for pedestal posts, mast arm poles and controller cabinets: Type B, C, D, E and P Base and concrete pad; and Concrete Pull Boxes and Aprons/Collars(Commercial concrete mix allowed) Classification of Fine Aggregate. For simplicity of design, the various fine aggregates are grouped into four classes, and a minimum cement factor has been established for each class. Class Classification of Fine Aggregates Description Unit Weight (pounds per cubic foot) Minimum Maximum A All sand, except manufactured sand B All chert and river sand Glacial sand C All chert and river sand D Sand which is produced by the process of grinding and pulverizing large particles of aggregate, or which contains more than 50 percent of material produced by the reduction of coarser particles. Manufactured sand produced from limestone or dolomite shall not be used in Portland cement concrete for driving surfaces such as bridge decks, pavements and shoulders Concrete used in sidewalks, curb ramps, steps, medians drive approaches and driveways will require the use of lignite-free sand, in accordance with Section , Lignite-Free Material Minimum Cementitious Requirements. The quantity of cementitious material used in any cubic yard of concrete shall be the cementitious content in pounds per cubic yard of concrete as determined from a summation of the absolute volumes of all the ingredients and, when air-entrained concrete is specified, the volume of air. Type I/II or Type IL Portland- Limestone cement shall typically be used unless specified otherwise in the contract documents. The total cementitious requirements in pounds per cubic yard of concrete for the various classes of sand are noted in the following charts: 10/1/ Ready-Mixed Concrete

18 Minimum Cementitious Requirement (Pounds per Cubic Yard) Class of Sand Class A-1 Concrete MSD Class A Class B Concrete Class B-1 Concrete Class B-2 Concrete Class MB-2 Concrete Seal Concrete A B C As Per MSD Standards D Minimum Cementitious Requirement (Pounds per Cubic Yard) Class of Sand Pavement Concrete (PCCP) MPCCP VES PCCP* HE PCCP* A B C D * Type I/II Portland cement. For VES PCCP mix design with Type III cement, the minimum cementitious required is 650 lbs./cy MSD-A Concrete. Refer to the most recent edition of "Standard Construction Specifications for Sewers and Drainage Facilities" published by the Metropolitan St. Louis Sewer District for cement requirements of Class MSD-A concrete. Type I/II cement shall typically be used unless concrete will be used for sanitary or combined sewers for which Type II cement will be required Modified Concrete Modified concrete shall use at least two supplementary cementitious materials in accordance with this specification. Modified concrete may be used inplace of each class of concrete. In no case shall modified concrete use less than 15 percent fly ash or Ground Granulated Blast Furnace Slag (GGBFS) when used as supplementary cementitious material replacement of up to 50 percent of the total cementitious material. Modified mixtures shall include the "M" designation before the mix designation (i.e., B-2 modified would be named MB-2). 10/1/ Ready-Mixed Concrete

19 Supplementary Cementitious Material. When permitted, fly ash, GGBFS, and silica fume may be used in the production of Portland cement concrete. The quantity and permissible uses of fly ash will be determined by the Engineer. An adjustment in the design mix proportions will be required to correct the volume yield of the mixture. The maximum cement content will be required for Portland cement - fly ash mixtures, Portland cement - silica fume mixtures, Portland cement GGBFS mixtures, and Portland cement-fly ash-ggbfs silica fume mixtures regardless of class of concrete specified. Silica fume shall meet the requirements of Section GGBFS shall meet the requirements of Section Fly ash shall meet the requirement of Section Alkali Silica Reaction (ASR) Mitigation. The following specifications are intended to reduce the risk of a deleterious alkali-silica reaction in concrete exposed to severe humid or wet conditions. This specification applies to all cast-in-place, precast, and precast/prestressed concrete exposed to humid or wet conditions that contain Mississippi river sand, Missouri river sand or other fine aggregate that alone or blended have an expansion greater than 0.16 percent per AASHTO T 303. The specifications shall not apply to the dry environment (humidity less than 60 percent) found inside buildings for residential or commercial occupancy Cementitious Material Requirements. The cementitious content shall be as specified for the mix class required in the standard specifications or by the contract documents. Portland cement of different types shall not be used interchangeably. Portland cement from different sources shall not be used interchangeably without approval of the Engineer The Contractor shall include in the concrete mix design, a low-alkali Type I/II or Type IL Portland-Limestone cement with at least one supplementary cementitious material at the maximum percentage allowed in accordance with Section For mix designs currently specifying Type III Portland cement, the use of supplementary cementitious materials are not required, but when used, shall be in accordance with Section For mix designs with aggregate that alone or blended have an expansion greater than 0.16 percent per AASHTO T 303, replacement of cement with the maximum amount of at least one of the following supplementary cementitious materials per cubic yard of concrete is required. When using more than one supplementary cementitious material, the total cement replacement shall not exceed the requirements found in Section Basis of Payment. This will not be paid for directly but shall be considered to be included in the unit prices of the associated concrete items. Acceptance by the Contractor to use the mix design developed by the Engineer shall not relieve the Contractor from meeting specification requirements. 10/1/ Ready-Mixed Concrete

20 Seal Concrete. The use of an ASTM C 494 Type D water reducing-retarding and ASTM C 494 Type S and CRD-C anti-washout admixtures are required for underwater placement. Seal concrete not placed underwater shall have a minimum slump of 6 inches at the time of placement. Use of supplementary cementitious materials are permitted up to the limits specified in Section For concrete to self-consolidate underwater under its buoyant weight, seal concrete shall be within a slump range of 6 to 9 inches at the time of placement and shall not receive the cement reduction in accordance with Section Test mixes are advised. Underwater placement of seal concrete shall be in accordance with ACI 304, unless superseded by the standard specifications Unit Weight. For aggregates with a nominal maximum size of 1½ inches or less, the aggregate weight per cubic foot shall be determined in accordance with AASHTO T 19 using the rodding method. For self-consolidating concrete the unit weight shall be determined in accordance with AASHTO T19, except that the concrete shall be filled in one lift and not consolidated. Unit weight is reported to the nearest whole pound per cubic foot Minimum Performance Requirements Minimum Design Compressive Strength Requirements. Concrete classes shall meet the following minimum f c (28-day design compressive strength) requirements in pounds per square inch (psi) as determined in accordance with ASTM C 39: Class A-1 Concrete MSD Class A Concrete Minimum 28-day Design Compressive Strength (f c ), psi Class B / C&G and STR Concrete Class B-1 Concrete Class B-2 and MB-2 Concrete PCCP and MPCCP Concrete VES and HE PCCP Concrete Seal Concrete 6,000 Per MSD 3,000 4,000 4,000 4,000 4,000 3, Minimum 28 day compressive strength is required, unless otherwise specified in the contract documents or approved by the Engineer Acceptable Results. Unless specified otherwise in the contact documents, concrete test below required compressive strength is to be considered acceptable only if both of the following requirements are met: 1) Every arithmetic average of any three consecutive strength test (strength of three consecutive sets of two 6 inch x 12 inch or three 4 inch x 8 inch specimens) results equals or exceeds the specified strength of concrete ( f c ); and; 10/1/ Ready-Mixed Concrete

21 2) No individual strength test (average strength of two 6 inch x 12 inch or three 4 inch x 8 inch specimens) falls below the specified strength of concrete (f c ) by more than: a) 500 psi, when f c 5,000 psi; or b) 0.90* f c, when f c > 5,000 psi Unacceptable Results. Concrete that does not meet the requirements of Section shall require the Contractor to submit documentation to the Engineer of what steps are to be taken to improve compressive strength results. Further concrete placement shall not be permitted until the Engineer reviews and approves the Contractor submittal. Concrete in the area represented by the failed molded strength specimens shall be subject to removal and replacement or reduction in pay in accordance with the contract documents Minimum Surface Resistivity. The minimum 28 day Surface Resistivity is required, unless otherwise specified in the contract documents. Concrete classes shall meet the following minimum 28-day Surface Resistivity requirements, in KΩ-cm, as determined in accordance with AASHTO T 358: Concrete Class Minimum Surface Resistivity (KΩ-cm) For 4" x 8" cylinders For 6" x 12" Cylinders PCCP, VES, & HE A-1, B-1, B-2, & Lightweight Rapid Curing. Mixes with 25 percent or greater supplementary cementitious materials shall be cured in accordance with the AASHTO T 358 rapid curing procedures. The field verification test procedure must be the same test procedure as the mix design approval test Unacceptable Results. When a concrete mix design does not meet the requirements of Section , the Contractor shall submit to the Engineer documentation of what steps are to be taken to improve surface resistivity results. 10/1/ Ready-Mixed Concrete

22 Supplementary Cementitious Limitations. Coal fly ash, ground granulated blast furnace steel slag (GGBFS), and silica fume shall not be used outside the limits allowed herein unless specified otherwise in the contract documents Concrete shall not exceed the following percent limits of supplementary cementitious by weight of mix design total cementitious content: Supplementary Cementitious Material Limitations Cementitious Material Test Method Percent Allowed based on Total Cementitious materials by weight* Minimum Maximum Fly Ash ASTM C Slag ASTM C Silica Fume (MB-2 mix) ASTM C Silica Fume (Remaining mixes) ASTM C Total of fly ash or other pozzolans, slag, and silica fume Total of fly ash or other pozzolans and silica fume * The total cementitious material also includes ASTM C 150, C 595, C 845, and C 1157 cement. Replacement shall be made on a pound for pound basis. The maximum percentage listed above shall include: a) Fly ash or other pozzolans in Type IP blended cement, ASTM C 595, or ASTM C 1157; b) Slag used in the manufacture of an IS blended cement, ASTM C 595, or ASTM C 1157; c) Silica fume, ASTM C 1240, presented in a blended cement. Fly ash or other pozzolans and silica fume shall constitute no more than 25 and 8 percent, respectively, of the total weight of the cementitious materials Maturity Testing Requirement. In addition to the mix design, a maturity curve shall be required for any very early strength (4 to 6 hour opening) concrete pavement mix. A maturity curve is optional before the application of any high early strength (24 to 48 hour opening) concrete pavement mixes. For all other mixes intended to have structural forms removed or a structure be placed into service in 3 days (72 hours) or less after placement, a maturity curve shall be required. The maturity curve shall be developed in accordance with Section Maturity Curve Expiration Time Limit. A maturity curve may be transferred to other projects for a period of 1 year from the original approval date or the last field verification date provided that no material sources, admixtures, batch weights, and aggregate gradations have changed and satisfactory results are obtained during production and placement. 10/1/ Ready-Mixed Concrete

23 Unit Weight Requirement. Unit weight for lightweight concrete shall not exceed ±3 pounds per cubic foot of that approved in the mix design. Unit weight for all other concrete shall not exceed ±5 pounds per cubic foot of that approved in the mix design Unacceptable Results. When a concrete mix design does not meet the requirements of Section the Contractor shall submit to the Engineer documentation of what steps are to be taken to improve unit weight results. Further concrete mix placement shall not be permitted until the Engineer reviews and approves the Contractor submittal Sampling. The Contractor shall afford the Engineer all reasonable access, without charge, for the procurement of samples of fresh concrete at the manufacturing and placement sites to determine conformance of this specification. Sampling of fresh concrete shall be in accordance with AASHTO R 60, except that for central or truck mixed concrete, the entire sample for testing slump, self-consolidating concrete properties (when mix is approved for use), temperature, unit weight, air content, and for molding compressive strength specimens, may be taken at one time after approximately one cubic yard of concrete has been discharged instead of at two or more regular intervals during the discharge of the entire batch. Acceptability of the concrete for slump, self-consolidating concrete properties, temperature, unit weight, air content, and, when applicable, strength requirements will be determined by tests on these samples. Slump, self-consolidating concrete properties, air-content, temperature, and unit weight tests shall be made at the time of placement at the option of the Engineer as often as necessary for control checks and acceptance purposes, and always when strength specimens are made. Pumped Concrete. The quality of the concrete being placed in the pavement or structure shall be measured at the placement end of the pipeline. Appropriate correlation sampling and testing at both the truck discharge and point of final placement shall be employed to determine if any changes in the slump, air content, and other significant mixture characteristics occur. When sampling at the end of the placement line, great care must be taken to assure that the sample is representative of the concrete going into the placement. The Contractor shall provide safe a sampling area at the placement end of the pipeline for the Engineer before placement begins. Correlation tests should be determined, as a minimum, at the beginning, middle, and toward the end of a pour. The Engineer will evaluate situations such as size of pour, changing weather conditions, changes in conveyor length, changes in pumping boom configuration or pipe angles, and changes in batch proportions when determining frequency of correlation tests. Concrete shall not be allowed to free fall into the tester's container. The handling of the sample shall not result in changes in concrete properties Preliminary Sampling. Initial slump, self-consolidating concrete properties, temperature, unit weight or air entrainment checks may be made from a single sample taken after discharge of not less than one-quarter of a cubic yard. All other practices of AASHTO R 60 shall be retained. If measurement of slump, self-consolidating concrete properties, temperature or air content falls outside the limits specified, address as indicated in the following: 10/1/ Ready-Mixed Concrete

24 Upper Limit Exceeded. If the measured slump, self-consolidating concrete properties, temperature, unit weight or air content or any combination is greater than the specified upper limit, a check test shall be immediately made on a new sample. In the event the check test fails, the concrete shall be considered to have failed the requirements of the specification and shall be rejected Lower Limit Exceeded. If the measured slump, self-consolidating concrete properties, temperature, unit weight or air content or any combination is less than the specified lower limit, the Contractor may make adjustments in accordance with Section , as appropriate. If the sample of the adjusted concrete fails, a check test shall be made immediately on a new sample of the adjusted concrete. In the event that the check test fails, the concrete shall be considered to have failed the requirements of the specification and shall be rejected Acceptance Strength Testing. Specimens for strength testing shall be molded and cured in accordance with ASTM C 31 and tested in accordance with ASTM C 39. Selfconsolidated concrete cylinders shall also be made in accordance with ASTM C 31, except that the concrete shall be placed in one lift and not consolidated. Light tapping of the sides of the self-consolidated concrete cylinders with an open hand is permitted. A strength test shall be the average of the strengths of at least three 4 by 8 inch or at least two 6 by 12 inch cylinders made from the same sample of concrete and tested at 28 days or at the age designated for determination of f c Informational Purposes. The Engineer may make additional cylinders to perform strength tests for informational purposes at 7 days or at other time intervals as specified in the contract documents. The Engineer may also make additional cylinders for field cure specimens to monitor curing procedures or early age strength for opening to traffic, form removal and reshoring. Specimens shall be stored as near as possible to the structure and protected in a manner similar to the structure until they are transported for testing Sampling and Testing Pumped Concrete. The first load shall be sampled and tested at the truck chute and the point of pump discharge. The difference of slump and entrained air between the truck and the pump shall be checked at a frequency as determined by the Engineer to ensure specification compliance at the point of pump discharge when the following changes take place: 1) A significant change in vertical elevation of the boom or discharge end of the pump takes place; 2) A significant change in the distance concrete is pumped; or 3) When a different pump is used. When there is a decrease in air or slump between the reading at the truck and the reading at the pump use these correction factors to determine specification compliance. Actual sampling and testing frequencies shall be determined at the pre-paving meeting. 10/1/ Ready-Mixed Concrete

25 Quality Control Practices, Test Methods and Reporting. Quality control testing equipment shall be provided in good working order, maintained, and calibrated in accordance with AASHTO requirements. Practices, test methods, sampling, testing, and reporting shall be performed by the Engineer. When testing and reporting are performed other than by the Engineer: 1) The agency must meet the requirements of ASTM C 1077; and 2) Site sampling and testing of concrete shall be performed by either an ACI or MoDOT certified concrete field testing technician. The reports shall also list any part of the test method not performed by the testing agency. The minimum rate of concrete sampling and testing at the time of placement shall be as follows: Inspection and Testing. Required Plant Tests. Unless otherwise designated in the Contract documents, the Engineer will randomly perform sampling and testing of each design mix for proportioning, air content, temperature, slump, self-consolidating concrete properties (slump flow, visual stability index, and J-ring values), unit weight and compressive strength specimens shall be performed at the plant, or at a location approved by the Engineer, to control the production of a mixture. The manufacturer shall conduct testing for self-consolidating concrete properties. Self-consolidating concrete properties that fail to meet specification requirements shall be rejected for use. Required Field Tests. Unless otherwise designated in the Contract Documents, the Engineer will randomly sample and test concrete at the point of placement for each design mix for air content, temperature, slump, self-consolidating concrete properties (slump flow, visual stability index, and J-ring values), and compressive strength specimens in accordance with the following schedules as a minimum. The Engineer will cast, store, and test specimens for 28 day compressive strengths. The Engineer will select acceptance samples from each LOT on a random basis to represent the entire LOT of concrete. The Engineer may perform additional sampling and testing to satisfy the Department's Material Sampling, Testing and Reporting Guide requirements. If the Contractor stops concrete placement for more than 90 minutes, the Engineer will initiate a new LOT when the Contractor restarts concrete placement. The Engineer will begin a new LOT when any field acceptance test fails. Class Concrete Pavement, Class B C&G Class A-1, Class B-structural, Class B-1, Class B-2, Lightweight, and Class MB-2 Seal Maximum LOT Size 150 yd 3 or one per day s production, whichever is less 50 yd 3 or one per day s production, whichever is less Each Seal placement The Engineer will reject concrete that does not comply with specified requirements. As the work progresses, the Engineer reserves the right to require the Contractor to change the proportions if conditions warrant such changes to produce a satisfactory mix. Any such changes may be made within the limits of the specifications at no additional compensation to the Contractor. 10/1/ Ready-Mixed Concrete

26 501.5 Consistency. The quantity of mixing water in the concrete shall be considered the net quantity after proper allowance has been made for absorption by the aggregate. The slump and water to cementitious ratio (w/cm) ratio of the concrete shall be within the following limits for the respective classes of concrete. The concrete shall be uniform in consistency and contain the minimum quantity of water required to produce the designated slump. Water shall not be added in transit. The slump of concrete mixes will be determined in accordance with AASHTO T 119. The quantity of mixing water in the concrete shall be considered the net quantity after proper allowance has been made for absorption by the aggregates and water contribution of waterreducing admixture(s), and chloride and non-chloride accelerators. For MSD Class A concrete slump limitations see Section The production w/cm shall not be less than Slump and w/cm shall not exceed the following limits: Class of Concrete Maximum Slump (Inches) Air Entrained Maximum W/CM Non-Air Entrained a A-1 3½ MSD A In accordance with MSD current specifications B B B M-Class Pavement High Early or Very Early Pavement Self-Consolidated b Seal c 0.43 a Concrete with entrained air content less than or equal to 3.0 percent b See Section requirements. c See Section requirements Form Finishing. For all other concrete struck off by hand or vibratory screed and placed between vertical formwork, the slump and mixing water content of the concrete, when placed in the work, shall not exceed the specified w/cm ratio and other limits specified herein. When hand finishing method is used and when tested in accordance with ASTM C 143, the slump at the time of placement: 1) Shall not be less than 2½ inches and 2) Shall not exceed the limits specified in Section /1/ Ready-Mixed Concrete

27 Self-Consolidating Concrete. Self-consolidating concrete is a flowable mixture that does not require mechanical vibration for consolidation. Self-consolidating concrete mix designs may be developed for VES PCCP, Class A1 and precast concrete items. The maximum allowable horizontal flow measured from the point of placement is 30 feet, unless specified otherwise in the contract documents. Vertical free-fall shall not exceed 15 feet. The slump requirements shall not apply. The Contractor is allowed to use a viscosity modifying admixture approved by the Engineer. When the contract documents indicate self-consolidating concrete, the following properties shall be tested daily, or until in compliance, in accordance with ASTM C 1611 so that at the time of placement the following additional requirements are met. Consolidation is typically not necessary for SCC. However, the Contractor shall have internal vibrators as required in Section Vibrators on site in case internal vibration is needed due to delays in placement or the concrete has a lower than expected slump flow and has to be placed to prevent the formation of a cold joint. In addition to unit weight, entrained air content, temperature, and compressive strength tests, the following tests will be required: Slump-Flow Requirements. Determine the workability of the concrete by performing a slump flow test every 15 minutes until the slump flow reaches the target slump flow less 5.0 inches. From the slump loss flow curve, determine the cut-off time at the lower tolerance range value. Ensure that the anticipated mixing, transit and placement times do not exceed the allowable cut-off time. The slump flow ranges and production tolerances when tested in accordance with AASHTO 347 shall be as follows: 1) Cementitious content 600 to 650 pounds per cubic yard: 21 to 24 inches. 2) Cementitious content 651 to 750 pounds per cubic yard: 24 to 27 inches. 3) Cementitious content greater than 750 pounds per cubic yard: 27 to 30 inches. 4) Tolerance. a) For slump flow less than or equal to 22 inches, the tolerance is ±1½ inches; b) For slump flow more than 22 inches, the tolerance is ±2½ inches; Visual Stability Index. The visual stability index as tested in accordance with AASHTO T351 shall be a maximum of T 50 Test. The T 50 test, in accordance with AASHTO T 347 shall be no less than 2 seconds and no more than 7 seconds with a variance not to exceed 3 seconds between batches J-Ring. When tested in accordance with AASHTO T 345 the difference in slump flow and J-Ring flow shall not exceed 2 inches Stability. The stability of the concrete shall be determined in the laboratory prior to approval of the SCC mixture using test method ASTM C Concrete mixtures shall have a maximum static segregation (segregation factor) of 15.0 percent. This test is not applicable for lightweight concrete. 10/1/ Ready-Mixed Concrete