90CONCRETE

90-1 General

90-1.01 General

90-1.01A Summary

Section 90 -1 includes general specifications for furnishing, curing, and protecting concrete. Concrete must be composed of cementitious material, fine aggregat e, coarse aggregate, admixtures if used, and water. PCC must comply with the specifications for concrete.

90-1.01B Definitions

CIP structural concrete members: CIP components of bridge structures, piling, retaining walls, sound walls, box culverts, drainage inlets, approach slabs, bridge railing, and bridge barriers. free water: Total water in the concrete mixture minus the water absorbed by the aggregates in re aching a saturated surface -dry condition. reclaimed aggregate: Aggregate that has been recovered from plastic concrete by washing away the cementitious material.

90-1.01C Submittals

90-1.01C(1) General

Reserved

90-1.01C(2) Aggregate Gradation

Before sta rting concrete work, submit the gradation of the primary aggregate nominal sizes. If the aggregate source changes, submit the new gradation before using the aggregate. If a primary coarse aggregate or the fine aggregate is separated into 2 or more sizes, s ubmit the gradation and proposed proportions of each size combined mathematically to show 1 proposed gradation. Show the percentage passing for each applicable sieve size.

90-1.01C(3) Cementitious Materials

Submit a certificate of compliance for cementiti ous materials. Include the source name and location. If the cementitious material is delivered directly to the job site, the certificate of compliance must be signed by the cementitious material supplier. If the cementitious material is used in ready -mixed concrete, the certificate of compliance must be signed by the concrete manufacturer. If blended cement is used, the certificate of compliance must include a statement signed by the blended cement supplier that shows the actual percentage of SCM, by weight , in the blend. Determine the weight of SCM by using a weighing device or by chemical analysis. If blended SCM is used, the certificate of compliance must include a statement signed by the blended SCM supplier that shows the actual percentages of SCMs, by weight, in the blend. Determine the weight of the different SCMs by using a weighing device or by chemical analysis.

90-1.01C(4) Admixtures

If you propose to use an admixture from the Authorized Material List for chemical admixture for use in concrete , submit a certificate of compliance from the manufacturer certifying that the admixture furnished is the same as that previously authorized.

90-1.01C(5) Curing Compound

For each batch of curing compound delivered to the job site or casting site, submit:

90-1.01C(6) Mix Design

90-1.01C(6)(a) General

Submit the concrete mix design before using the concrete in the work and before changing the mix design, mix proportions , or an aggregate source.

90-1.01C(6)(b) Cast -In-Place Structural Concrete Members

For CIP structural concrete members, submit with your mix design results from the tests specified in 90 - 1.01D(10)( b)(iv) and the results from the tests shown in the following table : Quality characteristic Test method Specific gravity and absorption of coarse aggregate ASTM C127 Specific gravity and absorption of fine aggregate ASTM C128 Durability index for fine aggregate California Test 229 Soundness California Test 214 Resistance to degradation California Test 211 Organic impurities California Test 213 Chloride concentration of water for washing aggregates and mixing concrete California Test 422 Sulfate concentration of water for washing aggregates and mixing concrete California Test 417 Impurities in water for washing aggregates and mixing concrete ASTM C191 or ASTM C266 and ASTM C109

90-1.01C(7) Concrete Delivery

Submit a weighmaster certificate as an informational submittal with each load of concrete delivered to the job site. The weighmaster certificate must show:

90-1.01C(8) Testing

90-1.01C(8)(a) General

If the concrete is tested for shrinkage, submit the test data with the mix design. If prequalification is specified, submit certified test data or trial batch test reports under section 90 - 1.01D(5)(b). SECTION 90 CONCRETE If 56 days are allowed for the concrete to attain the compressive strength described, submit test results under section 90 -1.01D(5)(a).

90-1.01C(8)(b) Cast -In-Place Structural Concrete Members

For CIP structural concrete members, submit test results within 3 business days after completing each QC test. For submittal of test results, go to: http://dime.dot.ca.gov / For CIP structural concrete members, include the following with the test results:

90-1.01C(9) Stationary Mixer Certification

If you weigh the SCM cumulatively with the cement for concrete completely mixed in a stationary mixer, submit certification of the stationary mixer under section 90 -1.02F(4)(c).

90-1.01C(10) Protecting Concrete

If requested, submit a plan fo r protecting the concrete.

90-1.01C(11) Quality Control Plan for Cast -In-Place Structural Concrete Members

Submit 3 copies of the QC plan for review. Submit an amended QC plan or an addendum to the QC plan when there are any changes to:

90-1.01C(12) Concrete Materials Quality Control Summary Report for Cast -In-Place Structural

Concrete Members During concrete production for CIP structural concrete members, submit a concrete materials QC summary report at least once a month. The report must include:

90-1.01C(13) Polymer Fibers

For concrete used in concrete bridge decks or PCC deck overlays, submit:

90-1.01D Quality Assurance

90-1.01D(1) General

If requested, furnish test samples of the freshly mixed concrete and provide satisfactory facilities for obtaining the test samples.

90-1.01D(2) Cementitious Material Content

Adjust the batch proportions as necessary to produce concrete having the specified cementitious material content. The Engineer verifies compliance with the specified cementitious material content by testing under California Test 518 for cement cont ent. For testing purposes, SCM is considered to be cement. For all concrete except minor concrete, if the cementitious material, portland cement, or SCM content is less than the minimum required and is not within the batching tolerances allowed under secti on 90 - 1.02F(3), you must remove the concrete. If the Engineer determines that the concrete is structurally adequate, the concrete may remain in place and $0.25 is deducted for each pound of cementitious material, portland cement, or SCM less than the minim um required. No deductions are made based on the results of California Test 518.

90-1.01D(3) Shrinkage

If shrinkage limitations are specified, test the concrete under AASHTO T 160, modified as follows:

90-1.01D(4) Concrete Uniformity

The Engineer determines the uniformity of concrete mixtures based on differences in test results between 2 test samples of mixed concrete from the same batch for the following tests:

90-1.01D(5) Compressive Strength

90-1.01D(5)(a) General

90-1.01D(5)(b) Prequalification

If the concrete has a described 28 -day compressive strength greater than 3,600 psi, or if prequalification is specified, prequalify the materials, mix proportions, mixing equipment, and procedures proposed fo r each mix design to be used in the work before placing the concrete. Submit certified test data or trial batch test reports based on the same materials, mix proportions, mixing equipment, procedures, and batch size proposed for use in the work. Certified test data must show that:

90-1.01D(6) Curing Compound

Test each batch of curing compound delivered to the job site or c asting site for:

90-1.01D(7) Qualifications for Cast -In-Place Structural Concrete Members

QC laboratory testi ng personnel must have an ACI Concrete Laboratory Testing Technician, Level 1 certification or an ACI Aggregate Testing Technician, Level 2 certification, whichever certification includes the test being performed. QC field testing personnel and field and p lant inspection personnel must have an ACI Concrete Field Testing Technician, Grade I certification.

90-1.01D(8) Certifications for Cast -In-Place Structural Concrete Members

Each concrete plant used for CIP structural concrete members must have a current authorization under the Department's MPQP . SECTION 90 CONCRETE Each QC testing laboratory must be an authorized laboratory with current accreditation from the AASHTO Accreditation Program for the tests performed.

90-1.01D(9) Preconstruction Meeting for Cast -In-Place Structur al Concrete Members

Before concrete placement, hold a meeting to discuss the requirements for structural concrete QC. The meeting attendees must include the Engineer, the QC manager, and at le ast 1 representative from each concrete plant performing CIP structural concrete activities for the Contract.

90-1.01D(10) Quality Control

90-1.01D(10)(a) General

Reserved

90-1.01D(10)(b) Cast -In-Place Structural Concrete Members

90-1.01D(10)(b)(i) Ge neral

Develop, implement, and maintain a QC program that includes inspection, sampling, and testing of structural concrete materials for CIP structural concrete members. Perform all sampli ng, testing, and inspecting required to control the process and to demonstrate compliance with the Contract and the authorized QC plan. Provide a QC field inspector at the concrete delivery point while placement activities are in progress. Provide a testin g laboratory and the testing personnel for QC testing. The QC inspector and the QC manager must be fully authorized by the Contractor to reject material. QC testers and inspectors must be your employees or must be hired by a subcontractor providing only QC services. QC testers and inspectors must not be employed or compensated by a subcontractor or by other persons or entities hired by subcontractors who will provide other services or materials for the project. If lightweight concrete, RSC, or SCC is used a s structural concrete, you must also comply with the sampling and testing specifications of that section.

90-1.01D(10)(b)(ii) Quality Control Plan

The QC plan must detail the methods used to ensure the quality of the work and provide the controls to produ ce concrete. The QC plan must include:

90-1.01D(10)(b )(iii) Quality Control Manager

Assign a QC manager. The QC manager must have one of the following qualifications:

90-1.01D(10)(b)(iv) Quality Control Testing Frequencies

For each mix design used to produce CIP structural concrete, perform sampling an d testing in compliance with the following tables: Aggregate QC Tests Quality characteristic Test method Minimum testing frequency Aggregate gradation California Test 202 Once per each day of pour Sand equivalent California Test 217 Cleanness value California Test 227 Moisture content of fine aggregate California Test 226 1–2 times per each day of pour, depending on conditions Concrete QC Tests Quality characteristic Test method Minimum testing frequency Slump ASTM C143/C143M Once per 100 cu yd or each day of pour, whichever is more frequent, and when requested by the Engineer Uniformitya ASTM C143/C143M, California Test 533, and California Test 529 When ordered by the Engineer Air content, (freeze -thaw area) California Test 504b If concrete is air entrained, once per 30 cu yd or each day of pour, whichever is more frequent Air content, (non -freeze - thaw area) California Test 504b If concrete is air entrained, once per 100 cu yd or each day of pour, whichever i s more frequent Temperature California Test 557 Once per 100 cu yd or each day of pour, whichever is more frequent Density California Test 518 Compressive strengthc,d California Test 521 aAs specified in section 90 -1.01D(4) . bUse ASTM C173/C173M for lightweight concrete. cMark each cylinder with the Contract number, the date and time of sampling, and the weighmaster certificate number. dYou may need additional test samples to facilitate your schedule .

90-1.01D(10)(b)(v) Inspection Reports

Document each inspection performed by a QC inspector in an inspection report that includes: SECTION 90 CONCRETE

90-1.01D(10)(b)(vi) Rejection of Material

If any of the QC concrete test results fail to comply with the specified requirements, the batch of concrete must not be incorporated in the work. Notify the Engineer. Repeat the QC concrete tests on each subsequent batch until the test results comply with the specified requirements. If 3 consecutive batches fail to comply with the specified requirements, (1) revise concrete operations as necessary to bring the concrete into compliance and (2) increase the frequency of QC testing. The revisions must be authorized before resuming production. After produ ction resumes, you must receive authorization before returning to the QC testing frequency authorized in the QC plan.

90-1.01D(11) Department Acceptance

90-1.01D(11)(a) General

Reserved

90-1.01D(11)(b) Cast -In-Place Structural Concrete Members

The Department accepts concrete incorporated into CIP structural concrete members based on only the Department's test results. QC test results will not be used for Department acceptance.

90-1.02 Materials

90-1.02A General

Concrete for pavement, approach slab s, and bridge decks must comply with the shrinkage limitations shown in the following table when tested under section 90 -1.01D(3): Type of work Maximum average length change of 3 laboratory cast specimens at 28 days drying ( %) Paving and approach slab concrete 0.050 Bridge deck concrete 0.032 When tested for uniformity under section 90 -1.01D(4), the differences in test results between the 2 concrete test samples must comply with the following:

90-1.02B Cementitious Materials

90-1.02B(1) General

The cementitious materials type and brand must be on the Authorized Material List for cementitious material for use in concrete when the m ix design is submitted. Unless otherwise specified, the cementitious material must be one of the following:

90-1.02B(2) Cement

Portland cement must comply with ASTM C150/C150M Type II, III or V, except:

90-1.02B(3) Supplementary Cementitious Materials

Each SCM must be one of the following:

90-1.02C Aggregates

90-1.02C(1) General

Both the coarse and fine aggregate must be on the Aut horized Material List for the aggregate used in concrete to be considered innocuous. Aggregates must be free from deleterious coatings, clay balls, roots, bark, sticks, rags, and other extraneous material. Provide safe and suitable facilities, including splitting devices, for obtaining aggregate test samples under California Test 125. Aggregates mus t have:

90-1.02C(2) Coarse Aggregate

Coarse aggregate must consist of gravel, crushed gravel, crushed rock, reclaimed aggregate, crushed air-cooled iron blast furnace slag, or a combination of these. Do not use crushed air -cooled iron blast furnace slag in reinforced or PS concrete. Reclaimed aggregate must comply with the specifications for aggregate. Coarse aggregate must have the requirements for the quality characteristics shown in the following table: Quality characteristic Test method Requirement Loss in Los Angeles rattler after 500 revolutions (%, max) California Test 211 45 Cleanness value : Operating range (min) Contract compliance (min) California Test 227 California Test 227 75

90-1.02C(3) Fine Aggregate

Fine aggregate must consist of natural sand, manufactured sand produced from larger aggregate, or a combination of these. Manufactured sand must be well graded. Fine aggregate must have the requirements for the quality char acteristics shown in the following table: Quality characteristic Test method Requirement Organic impurities California Test 213 Satisfactorya Sand equivalent: Operating range (min) Contract compliance (min) California Test 217 California Test 217 75 aFine aggregate that develops a color darker than the reference standard color may be authorized if 95 percent relative mortar strength is achieved when tested under ASTM C87.

90-1.02C(4) Aggregate Gradation

90-1.02C(4)(a) General

Proposed aggregate gradations must be within the percentage passing limits shown in the following table: Primary aggregate nominal size Sieve size Limits of gradation (% passing) 1-1/2 x 3/4 inch 1" 19–41 1 inch x no. 4 3/4" 52–85 1 inch x no. 4 3/8" 15–38 1/2 inch x no. 4 3/8" 40–78 3/8 inch x no. 8 3/8" 50–85 Fine aggregate No. 16 55–75 Fine aggregate No. 30 34–46 Fine aggregate No. 50 16–29 The Engineer may waive, in writing, the specifications for gradation if in the Engineer's opinion furnishing the gradation is not necessary for the work.

90-1.02C(4)(b) Coarse Aggregate Gradation

Coarse aggregate must be graded within the limits shown in the following table for eac h size of coarse aggregate: SECTION 90 CONCRETE Sieve size Primary aggregate nominal sizes 1-1/2 x 3/4 inch 1 inch x no. 4 1/2 inch x no. 4 3/8 inch x no. 8 Operating range (% passing) Contract compliance (% passing) Operating range (% passing) Contract compliance (% passing) Operating range (% passing ) Contract compliance (% passing) Operating range (% passing) Contract compliance (% passing) 2" 100 100 -- -- -- -- -- -- 1-1/2" 88–100 85–100 100 100 -- -- -- -- 1" X ± 18 X ± 25 88–100 86–100 -- -- -- -- 3/4" 0–17 0–20 X ± 15 X ± 22 100 100 -- -- 1/2" -- -- -- -- 82–100 80–100 100 100 3/8" 0–7 0–9 X ± 15 X ± 22 X ± 15 X ± 22 X ± 15 X ± 20 No. 4 -- -- 0–16 0–18 0–15 0–18 0–25 0–28 No. 8 -- -- 0–6 0–7 0–6 0–7 0–6 0–7 NOTE: "X" is the percent passing of the gradation that you propose to furnish for the specific sieve size under section 90 -1.02C(4)(a). Furnish coarse aggregate for the 1 -1/2 inch-maximum combined -aggregate gradation under section 90 - 1.02C(4)(d) in 2 or more primary aggregate nominal sizes. You may separate each primary aggregate nominal size into 2 sizes and store them separately, provided that the combined material complies with the gradation specifications for the primary aggregate nominal size. You may separate the coarse aggregate for the 1 -inch-maximum combined -aggregate gradation under section 90 -1.02C(4)(d) into 2 sizes and store them separately, provided that the combined material complies with the gradation specifications for the 1 -inch-by-no. 4 primary aggregate nominal size.

90-1.02C(4)(c) Fine Aggregate Gradation

Fine aggre gate must be graded within the limits shown in the following table: Sieve size Operating range (% passing) Contract compliance (% passing) 3/8" 100 100 No. 4 95–100 93–100 No. 8 65–95 61–99 No. 16 X ± 10 X ± 13 No. 30 X ± 9 X ± 12 No. 50 X ± 6 X ± 9 No. 100 2–12 1–15 No. 200 0–8 0–10 NOTE: "X" is the percent passing of the gradation that you propose to furnish for the specific sieve size under section 90 -1.02C(4)(a). Fine aggregate sizes must be distributed such that the difference between the total percentage passing the no. 16 and no. 30 sieves is from 10 to 40, and the difference between the percentage passing the no. 30 and no. 50 sieves is from 10 to 40. You may s eparate fine aggregate into 2 or more sizes and store them separately, provided that the combined material complies with the gradation specifications.

90-1.02C(4)(d) Combined Aggregate Gradation

Use combined aggregate gradation limits only for the design of concrete mixes. Design concrete mixes such that aggregates are combined in proportions that produce a mixture within the gradation limits for combined aggregate. Use either the 1 -1/2 inch-maximum gradation or the 1 -inch-maximum gradation, unless otherwise specified. Combined aggregate must be graded within the limits shown in the following table: SECTION 90 CONCRETE Sieve size 1-1/2 inch max (% passing) 1 inch max (% passing) 1/2 inch max (% passing) 3/8 inch max (% passing) 2" 100 -- -- -- 1-1/2" 90–100 100 -- -- 1" 50–86 90–100 -- -- 3/4" 45–75 55–100 100 -- 1/2" -- -- 90–100 100 3/8" 38–55 45–75 55–86 50–100 No. 4 30–45 35–60 45–63 45–63 No. 8 23–38 27–45 35–49 35–49 No. 16 17–33 20–35 25–37 25–37 No. 30 10–22 12–25 15–25 15–25 No. 50 4–10 5–15 5–15 5–15 No. 100 1–6 1–8 1–8 1–8 No. 200 0–3 0–4 0–4 0–4 Do not change from one aggregate gradation to another during the progress of the work.

90-1.02D Water

Water for washing aggregates, mixing concrete, and curing must not contain:

90-1.02E Admixtures

90-1.02E(1) General

The admixture type and brand must be on the Authorized Material List at the time of mix design submittal. Admixtures must comply with the following:

90-1.02E(2) Chemical Admixtures

If the use of chemical admixtures is specified, use the dosage specified. If the dosage is not specified, use the dosage recommended by the admixture manufacturer. You may use any of the following admixture types to conserve cementitious material or to facilitate construction:

90-1.02E(3) Air -Entraining Admixtures

If air entrainment is specified or ordered, use the quantity of air -entraining admixture that produces concrete ha ving the specified air content when tested under California Test 504. If air entrainment is not specified or ordered, you may use an air -entraining admixture to facilitate the use of a construction procedure or equipment. The average air content of 3 succe ssive tests must not exceed 4 percent and each test value must be no more than 5.5 percent when tested under California Test 504.

90-1.02F Proportioning Concrete

90-1.02F(1) General

Reserved

90-1.02F(2) Storage of Aggregates

Store or stockpile aggregate s such that the coarse and fine particles of each size do not separate and various sizes do not intermix before proportioning . Prevent contamination by foreign materials while storing, stockpili ng, and handling aggregates. If you store the aggregates at a batching or mixing plant that is erected after the Contract is awarded and is used for furnishing concrete for the work:

90-1.02F(3) Proportioning Devices

Automatic weighing systems must comply with section 90 -1.02F(4)(c). For an automatic device, the single operation of a switch or starter must be the only manual opera tion required to proportion the aggregates, cement, and SCM for 1 batch of concrete. Insulate the weighing equipment against the vibration or movement of other plant equipment. The weight of each batch of material must not vary from the weight designated b y the Engineer by more than the specified tolerances. The weighing and measuring equipment must have the following zero tolerances:

90-1.02F(4) Proportioning

90-1.02F(4)(a) General

Proportioning consists of dividing the aggregates into the specified sizes, each stored in a separate bin, and combining the aggregates with cementitious material, admixtures if used, and water. Proportion the aggregates by weight. At the time of batching: SECTION 90 CONCRETE

90-1.02F(4)(b) Proportioning and Dispensing Liquid Admixtures

Liquid admixture dispensers must:

90-1.02F(4)(c) Automatic Proportioning

Automatic proportioning devices must be authorized by the Department. The batching of the aggregate and the cement, SCM, or cement plus SCM must be interlocked such that a new batch cannot start until all weigh hoppers are empty, the proportioning devices are within zero tolerance, and the discharge gates are closed. The interlock must not allow any part of the batch to be discharged until all aggregate hoppers and the cement and SCM hoppers or the cement plus SCM hopper are charged with weights that are withi n the tolerances specified in section 90 -1.02F(3). If interlocks are required for the cement and SCM charging mechanisms and the cement and SCM are weighed cumulatively, their charging mechanisms must be interlocked to prevent the introduction of SCM until the weight of cement in the cement weigh hopper is within the tolerances specified in section 90 - 1.02F(3). If the concrete is mixed completely in a stationary mixer, weigh the SCM in a separate weigh hopper and introduce the SCM and cement simultaneously into the mixer proportionately with the aggregate. If you submit certification that the stationary mixer is capable of mixing the cement, SCM, aggregates, and water uniformly before discharge, you may weigh the SCM cumulatively with the cement. Certificati on must include:

90-1.02G Mi xing and Transporting Concrete

90-1.02G(1) General

Mix the concrete in a mechanically operated mixer, except, if authorized , you may mix batches not exceeding 1/3 cu yd by hand methods under section 90 -1.02G(5). Do not use equipment with components made of aluminum or magnesium alloys that could have contact with plastic concrete during mixing, transporting, or pumping. Concrete must be thoroughly mixed, homogeneous, and free of lumps or evidence of und ispersed cementitious material.

90-1.02G(2) Machine Mixing

Concrete mixers must be the revolving drum or revolving blade type. Operate the mixing drum or blades uniformly at the mixing speed recommended by the manufacturer. Do not use a mixer or agitator that has an accumulation of hard concrete or mortar. Immediately before placing the concrete, the temperature of the mixed concrete must be from 50 to 90 degrees F. Cool or heat the aggregates and mixing water as necessary to produce concrete with in these temperature limits. Do not heat the aggregates or water above 150 degrees F. Any ice used to cool the concrete must be melted before the concrete is discharged from the mixer. Charge the batch into the mixer such that some water enters before the cementitious materials and aggregates. Add all the water to the drum by the end of the first 1/4 of the specified mixing time. If the concrete is delivered in a truck mixer, you may withhold a portion of the mixing water and, if authorized , add it at the d elivery point as specified in section 90 -1.02G(3). Batch and charge the cementitious materials into the mixer by means that will not cause:

90-1.02G(3) Transporting Mixed Concrete

You must transport mixed concrete to the delivery point in one of the following:

90-1.02G(4) Time or Quantity of Mixing

Mixing of the concrete in a stationary mixer must continue for the required mixi ng time after all ingredients, except water and admixture that is added with the water, are in the mixing compartment of the mixer before any part of the batch is released. The transfer time in multiple drum mixers must not be counted as part of the requir ed mixing time. For concrete used in concrete structures other than minor structures, the mixing time in a stationary mixer must be at least 90 seconds and no more than 5 minutes, except that if authorized the minimum mixing time may be reduced to 50 secon ds. For all other concrete, the mixing time must be at least 50 seconds and no more than 5 minutes. The minimum required revolutions at the mixing speed for transit -mixed concrete must be at least that recommended by the mixer manufacturer and must be enou gh to produce uniform concrete under section

90-1 02a.

90-1.02G(5) Hand Mixing

Hand -mixed concrete must be made in batches of 1/3 cu yd or less. Use the following procedure to make hand -mixed concrete:

90-1.02G(6) Quantity of Water and Penetration or Slump

Regulate the q uantity of water used in the concrete mix such that the penetration as tested under California Test 533, or the slump as tested under ASTM C143, complies with the nominal range shown in the following table: Type of work Nominal Maximum Penetration (in) Slump (in) Penetration (in) Slump (in) Concrete pavement 0–1 -- 1.5 -- Nonreinforced concrete members 0–1.5 -- 2 -- Reinforced concrete structures with: Sections over 12 inches thick Sections 12 inches thick or less 0–1.5 0–2 1–3 1–4 2.5 3 5 Concrete placed under water -- 6–8 -- 9 CIP concrete piles 2.5–3.5 5–7 4 8 If the penetration or slump exceeds the nominal range, adjust the mixture for subsequent batches to reduce the penetration or slump to a value within the nominal range. Do not use a batch of concrete with a penetration or a slump that exceeds the maximum value shown in the table above. If Type F or G chemical admixtures are used, the penetration requirements do not apply and the slump must not exceed 9 inches after adding the chemical admixtures. The quantity of free water must not exceed 310 pounds per cubic yard of concrete plus 20 pounds of free water for each required 100 pounds of cementitious material in excess of 550 pounds of cementi tious material per cubic yard of concrete. When determining the total quantity of free water, consider liquid admixtures to be water if the dosage is more than 1/2 gallon of admixture per cubic yard of concrete. SECTION 90 CONCRETE If there are adverse or difficult conditions that affect concrete placement, you may exceed the specified penetration and free water content limitations if you:

90-1.02H Concrete in Corrosive Environments

Section 90 -1.02H applies to concrete specified in the special p rovisions to be in a corrosive environment . The cementitious material to be used in the concrete must be a combination of Type II or V portland cement or Type IL (MS or HS) cement and SCM. The concrete must contain at least 675 pounds of cementitious material per cubic yard. The reduction of cementitious material content as specified in section 90 -1.02E(2) is not allowed. The specifications for SCM content in section 90 -1.02B(3) do not apply. For pavement, the total cementitious material must be composed of one of the following options, by weight:

90-1.02I Concrete in Freeze -Thaw Areas

90-1.02I(1) General

Section 90 -1.02I applies to concrete for projects specified in the special provisions to be in a freeze -thaw area.

90-1.02I(2) Materials

90-1.02I(2)(a) General

The concrete must contain at least 590 pounds of cementitious material per cubic yard unless a higher cementitious material content is specified. SECTION 90 CONCRETE Add an air -entraining admixture to the concrete at the rate required to produce an air content of 6.0 ± 1.5 percent in the freshly mixed concrete. For concrete placed at least 2 fee t below the adjacent undisturbed grade or at least 3 feet below compacted finished grade, an air -entraining admixture is not required unless the concrete will experience freezing conditions during construction. The cementitious material must satisfy the following equation: [(41 x UF) + (19 x F) + (11 x SL)]/TC ≤ 7.0 where: UF = silica fume, metakaolin, or UFFA, including the quantity in blended cement or blended SCM , lb/cu yd F = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, including the quantity in blended cement or blended SCM , lb/cu yd. F is equiva lent to the sum of FA and FB as defined in section 90 -1.02I(2)(b) . SL = GGBFS, including the quantity in blended cement or blended SCM , lb/cu yd TC = total quantity of cementitious material used, lb/cu yd

90-1.02I(2)(b) Concrete Exposed to Deicing Chemic als

Section 90 -1.02I(2)(b) applies to concrete specified in the special provisions to be exposed to deicing chemicals . The specifications for SCM content in section 90 -1.02B(3) and the equation in section 90 -1.02I(2)(a) do not apply. The cementitious material must be composed of any combination of (1) either Portland cement or Type IL cement and (2) at least 1 SCM satisfying the followin g equation: Equation 1: [(25 x UF) + (12 x FA) + (10 x FB) + (6 x SL)]/TC ≥ X The SCM must satisfy the following equations: Equation 2: 4 x (FA + FB)/TC ≤ 1.0 Equation 3: (10 x UF)/TC ≤ 1.0 Equation 4: 2 x (UF + FA + FB + SL)/TC ≤ 1.0 The concrete mix design must satisfy the following equation: Equation 5: 27 x ( TC -MC)/MC ≤ 5.0 where: UF = silica fume, metakaolin, or UFFA, including the quantity in blended cement or blended SCM , lb/cu yd. If UF is used, the quantity of UF must be at lea st 5 percent. FA = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, with a CaO content of up to 10 percent, including the quantity in blended cement or blended SCM , lb/cu yd. If FA is used, the quantity of FA must be at least 15 perce nt. SECTION 90 CONCRETE FB = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, with a CaO content of greater than 10 percen t and up to 15 percent, including the quantity in blended cement or blended SCM , lb/cu yd. If FB is used, the quantity of FB must be at least 15 percent. SL = GGBFS, including the quantity in blended cement or blended SCM , lb/cu yd TC = total quantity of cementitious material, lb/cu yd X = 1.8 for innocuous aggregate, 3.0 for all other aggregate MC = minimum quantity of cementitious ma terial specified, lb/cu yd

90-1.02J Curing Compound

Curing compound water loss must not exceed 0.15 kg/m2 in 24 hours when tested under California Test 534.

90-1.03 Construction

90-1.03A General

Reserved

90-1.03B Curing Concrete

90-1.03B(1) General

Unless otherwise specified, cure newly placed concrete by one of the method specified in this section. Cure mortar and grout by keeping the surface damp for 3 days.

90-1.03B(2) Water Method

The water method must consist of keeping the concrete continuously wet by applying water for a curing period of at least 7 days after the concrete is placed. Keep the concrete surface wet by applying water with an atomizing nozzle that forms a mist until the surface is covered with curing media. Do not allow the water to flow over or wash the concrete surface. At the end of the curing period, remove curing media. Use any of the following c uring media to retain moisture:

90-1.03B(3) Curing Compound Method

90-1.03B(3)(a) General

The curing compound method must consist of uniformly spraying the concrete surfaces exposed to the air with a curing compound.

90-1.03B(3)(b) Materials

The curing compound must comply with the requirements shown in the following table for the curing compound number specified: SECTION 90 CONCRETE Curing compound no. ASTM C309 classification 1 Pigmented, Type 2, Class Ba 2 Pigmented, Type 2, Class B 3 Pigmented, Type 2, Class A 4 Nonpigmented, Type 1, Class B 5 Nonpigmented, Type 1, Class A 6 Nonpigmented with fugitive dye, Type 1 -D, Class A aThe resin type must be poly -alpha -methylstyrene. The infrared scan for the dried vehicle must match the scan on file at METS. If no curing compound number is specified, use any of the curing compounds shown in the table above. The curing compound must be manufactured to:

90-1.03B(3)(c) Mixing

Before using a curing compound, completely redisperse settled or separated solids in containers, ex cept tanks, by mixing at low speed in compliance with these specifications and the manufacturer's instructions. Mix manually using a paddle or mix using a mixing blade driven by a drill motor at low speed. Mixing blades must be the type used for mixing pai nt. SECTION 90 CONCRETE Keep on -site storage tanks clean and free of contaminants. Each tank must have a permanent system that completely redisperses settled material without introducing air or other foreign substances. At the time of use, compounds containing pigments must b e thoroughly mixed. Use a paddle to loosen all settled pigment from the container bottom and use a power -driven agitator to disperse the pigment uniformly throughout the vehicle. Agitation must not introduce air or other foreign substances into the curing compound.

90-1.03B(3)(d) Application

Apply the curing compound at a nominal rate of 150 sq ft/gal. At any point, the application rate must be within ±50 sq ft/gal of the nominal rate. The average application rate must be within ±25 sq ft/gal of the nomina l rate when tested under California Test 535. Apply the curing compound such that there are no runs, sags, thin areas, skips, or holidays. Apply the curing compound using power -operated spraying equipment with an operational pressure gauge and a means of c ontrolling the pressure. The Engineer may allow hand spraying for small and irregular areas that, in the Engineer's opinion, are not reasonably accessible to power -operated spraying equipment. Apply the curing compound to the concrete after finishing the s urface, immediately before the moisture sheen disappears from the concrete surface but before drying shrinkage or craze cracks start to appear. If the concrete surface cracks or dries, immediately and continually apply water with an atomizing nozzle as spe cified in section 90 -1.03B(2) until application of the curing compound is resumed or started. Do not apply the curing compound over freestanding water. If the film of curing compound is damaged before the expiration of 7 days after the concrete is placed f or structures and 72 hours for pavement, immediately repair it with additional compound.

90-1.03B(4) Waterproof Membrane Method

The waterproof membrane method must consist of:

90-1.03B(5) Forms -In-Place Method

The forms -in-place method must consist of curing formed concrete surfaces by keeping the forms in place. Keep the forms in place for at least 7 days after the concrete is placed, except keep the forms in place for at least 5 days for concrete members over 20 inches in least dimension. SECTION 90 CONCRETE The joints in the forms and the joints between the end of the forms and the concrete must be kept moisture tight during the curing period. Reseal cracks in the forms and cracks between the forms and the concrete using authorized methods.

90-1.03C Protecting Concrete

Protect the concrete from damage due to any cause, including rain, heat, cold, wind, your actions, and the actions of others. Do not place the concrete on frozen or ice -coated ground or subgrade or on ice -coated forms, reinforcing steel, structural steel, conduits, PC members , or construction joints. If it is raining, you must provide adequate protection against damage or you must stop placing the concrete before the quantity of surface water is sufficient to damage the surface mortar or cause a flow or wash of the concrete su rface.

90-1.04 Payment

Not Used

90-2 Minor Concrete

90-2.01 General

90-2.01A Summary

Section 90 -2 includes specifications for furnishing and protecting minor concrete .

90-2.01B Definitions

Reserved

90-2.01C Submittals

If required by the following table, submit compressive strength test results with the mix design tha t verify the minimum required compressive strength: SCM Test submittal required Fly ash used alone If portland cement content < 350 lb/cu yd GGBFS used alone If portland cement content < 250 lb/cu yd Natural pozzolan used alone If portland cement content < 350 lb/cu yd More than 1 SCM Always NOTE: Compressive strength tests must be performed by an ACI -certified technician. Submit the concrete mix design before using the concrete in the work and before changing the mix proportions. Submit a proposed combined aggregate gradation. After authorization of the gradation, the aggregate furnished for minor concrete must comply with that gradation. If requested, submit periodic test reports of the aggregate gradation furnished. The Engineer may waive the specifications for gradation if the Engineer determines that furnishing a gradation is not necessary for the type or quantity of concrete work to be constructed. Before placing minor concrete from a source not previously used on the Contract, submit a certificate of compliance stating that the minor concrete to be furnished complies with the Contract requirements, including the specified minimum cementitious material content. Submit a weighmaster certificate as an informational submittal with each load of ready -mixed concrete at the concrete discharge location. The weighmaster certificate must show the date and time the load left the batching plant and, if hauled in a truck mixer or agitator, the time the mixing cycle started.

90-2.01D Quality Assuranc e

Section 90 -1.01D(5) and the specifications for uniformity in section 90 -1.02A do not apply to minor concrete. SECTION 90 CONCRETE The Engineer may perform tests and inspect the facilities, materials, and methods for producing the minor concrete to ensure that it is of suita ble quality for use in the work. The Engineer verifies compliance with the specified cementitious material content by testing under California Test 518 for cement content. For testing purposes, SCM is considered to be cement. Adjust the batch proportions a s necessary to produce concrete having the specified cementitious material content.

90-2.02 Materials

90-2.02A General

Reserved

90-2.02B Cementitious Material

Minor concrete must contain at least 505 pounds of cementitious material per cubic yard . You may use rice hull ash as an SCM. Rice hull ash must comply with AASHTO M 321 and the requirements for the quality characteristics shown in the following tabl es: Chemical quality characteristic Requirement (percent) Silicon dioxide (SiO 2)a (min) 90 Loss on ignition (max) 5.0 Total alkalies as Na 2O equivalent (max) 3.0 aSiO 2 in crystalline form must not exceed 1.0 percent. Physical quality characteristic Requirement Particle size distribution : Less than 45 microns (min, %) 95 Less than 10 microns (min, %) 50 Strength activity index with portland cementa: 7 days (min, % of control) 95 28 days (min, % of control) 110 Expansion at 16 days when testing project materials under ASTM C1567b (max, %) 0.10 Surface area when testing by nitrogen adsorption under ASTM D5604 (min, m2/g) 40.0 aWhen tested under AASHTO M 307 for strength activity testing of silica fume. bIn the test mix, Type II or V portland cement must be replaced with at least 12 percent rice hull ash by weight. For the purpose of calculating the equations for the cementitious material specifications, consider rice hull ash to be represented by the variable UF.

90-2.02C Aggregate

Sections 90 -1.01C(2) and 90 -1.02C do not apply to minor concrete. The aggregate must be clean and free from deleterious coatings, clay balls, roots, and other extraneous material. The maximum aggregate size must not be larger than 1 -1/2 inches or smaller than 3/4 inch. You may use crushed concrete and recl aimed aggregate if they comply with the specifications for aggregate.

90-2.02D Water

Water used for washing, mixing, and curing must be free from oil, salts, and other impurities that would discolor or etch the surface or have an adverse effect on the concrete quality. SECTION 90 CONCRETE

90-2.02E Production

Sections 90 -1.02F, 90 -1.02G(1), 90 -1.02G(2), 90 -1.02G(3 ), and 90 -1.02G(4) do not apply to minor concrete. Store, proportion, mix, transport, and discharge the cementitious material, water, aggregate, and admixtures in compliance with recognized standards of good practice that result in thoroughly and uniformly mixed concrete suitable for the intended use. Recognized standards of good practice are outlined in various industry publications, su ch as those issued by ACI, AASHTO, or the Department. Use a quantity of water that produces concrete with a consistency that complies with section 90 -1.02G(6). Do not add water during hauling or after arrival at the deli very point unless allowed by the Engineer. Discharge ready -mixed concrete from the transport vehicle while the concrete is still plastic and before stiffening occurs. Take whatever action is necessary to eliminate quick stiffening, except do not add water. Conditions contributing to quick stiffening are:

90-2.03 Construction

Maintain a concrete temperature of at least 40 degrees F for 72 hours after placing.

90-2.04 Payment

Not Used

90-3 Rapid Strength Concrete

90-3.01 General

90-3.01A Summary

Section 90 -3 applies only where the specifications allow the use of RSC.

90-3.01B Definitions

Reserved

90-3.01C Submittals

90-3.01C(1) General

Reserved

90-3.01C(2) Volumetric Propor tioning

For volumetric -proportioned RSC, submit:

90-3.01C(3) Certificate of Compliance

Submit a certificate of compliance with each delivery of aggregate, cementitious material, and a dmixtures used for calibration tests. Include certified copies of the weight of each delivery. The certificate of compliance must state that the source of the materials used for the calibration tests is the same source as to be used for the planned work. T he certificate must be signed by your assigned representative.

90-3.01C(4) Weighmaster Certificate

Submit weighmaster certificates for RSC. Regardless of the proportioning method used, the certificates must include all the information necessary to trace t he manufacturer and manufacturer's lot number for the cement used. The weighmaster certificate for the cement must include:

90-3.01C(5) Production Data

For volumetric -proportioned RSC, submit the daily production data in electronic or printed media at the end of each production shift . Report the data, including data titles, in the following order:

90-3.01D Quality Assurance

90-3.01D(1) General

Reserved

90-3.01D(2) Penetration

The specifications for penetration in section 90 -1.02G(6) do not apply to RSC. SECTION 90 CONCRETE

90-3.01D(3) Aggregate Moisture

For volumetric -proportioned RSC, determine the aggregate moisture under Califor nia Test 223 at least every 2 hours during proportioning and mixing. Record the aggregate moisture determinations and submit them at the end of each production shift.

90-3.01D(4) Concrete Uniformity

For volumetric -proportioned RSC, the Engineer determines the uniformity of concrete mixtures based on differences in penetration measurements when tested under California Test 533. Differences in penetration are determined by comparing the penetration tests on 2 test samples of mixed concrete from the same batc h or volumetric mixer load.

90-3.01D(5) Shrinkage

Items 2 and 3 in the 1st paragraph of section 90 -1.01D(3) do not apply. Test the RSC for shrinkage as specified in section 90 -1.01D(3) except:

90-3.02 Materials

90-3.02A General

RSC must be one of the following:

90-3.02B Volumetric Proportioning

90-3.02B(1) General

RSC may be proportioned and pla ced using a volumetric mixer .

90-3.02B(2) Proportioning

Volumetric mixers must proportion cement, water, aggregate, and additives by volume. SECTION 90 CONCRETE Proportion aggreg ate using a belt feeder that is operated with an adjustable cutoff gate delineated to the nearest quarter increment. The gate opening height must be readily determinable. Proportion cement by any method that complies with the accuracy tolerance specificati ons in section 90 - 1.02F(3). Proportion water with a meter. Proportion liquid admixtures under section 90 -1.02F(4)(b), except proportion liquid admixtures with a meter.

90-3.02B(3) Mixer Requirements

Mix volumetric -proportioned RSC in a mechanically operat ed mixer. You may use an auger -type mixer. Operate the mixer uniformly at the mixing speed recommended by the manufacturer. Do not use a mixer that has an accumulation of hard concrete or mortar. Volumetric mixers must comply with the following:

90-3.02B(4) Mixer Calibration

Calibrate the cutoff gate for each volumetric mixer used and for each aggregate source. Calibrate each volumetric mixer at 3 different aggregate gate setting s that correspond to production needs. Perform at least 2 calibration runs for each aggregate gate. Individual aggregate delivery rate check -runs must not vary by more than 1.0 percent from the mathematical average of all runs for the same gate and aggrega te type. Each test run must be at least 1,000 lb. Individual cement delivery rate check -runs must not vary by more than 1.0 percent from the mathematical average of 3 runs of at least 1,000 lb each. When the water meter operates from 50 to 100 percent of production capacity, the indicated weight of water delivered must not differ from the actual weight delivered by more than 1.5 percent for each of 2 runs of 300 gal for pavement or 75 gal for structures. SECTION 90 CONCRETE Calibrate the water meter under Californi a Test 109. The water meter must be equipped with a resettable totalizer and must display the operating rate. Conduct the calibration tests for aggregate, cement, and water proportioning devices using a platform scale located at the calibration site. Platf orm scales for weighing test -run calibration material must have a maximum capacity of 2.75 tons with maximum graduations of 1 lb. Error test the platform scale within 8 hours of calibrating the volumetric mixer proportioning devices. Perform error testing with test weights under California Test 109. Furnish a witness scale that is within 2 graduations of the test weight load. The witness scale must be available for use at the production site throughout the production period. Equipment needed for the calibra tion of proportioning systems must remain available at the production site throughout the production period. The volumetric mixer must be equipped such that accuracy checks can be made. Recalibrate the proportioning devices at a minimum of every 90 days or when you change the source or type of any ingredient. Each time 55 tons of cement passes through the volumetric mixer, perform a 2 -run spot calibration of only the cement proportioning system. If the spot calibration shows that the cement proportioning sy stem does not comply with the specifications, complete a full calibration of the cement proportioning system before you resume production.

90-3.02B(5) Mixing Concrete

At the time of batching volumetric -proportioned RSC:

90-3.03 Construction

For RSC using a cement other than portland cement, cure the concrete as recommended by the cement manufacturer. The method of curing must be authorized before start ing construction.

90-3.04 Payment

If volumetric mixer calibration is performed more than 100 miles from the project limits, $1,000 per calibration session is deducted.

90-4 Precast Concrete

90-4.01 General

90-4.01A Summary

Section 90 -4 includes specifi cations for furnishing and curing PC concrete members . The specifications for (1) shrinkage in section 90 -1.02A, (2) shrinkage reducing chemical admixture in section 51 -1.02B, and (3) polymer fibers in sect ion 51 -1.02B do not apply to PC concrete members.

90-4.01B Definitions

Reserved SECTION 90 CONCRETE

90-4.01C Submittals

90-4.01C(1) General

For reports and logs, type or clearly print the name next to the signature of the person signing the report or log. Submit expansion test data under section 90 -4.02, if required. Submit daily temperature data for internally monitored tier 1 PC concrete members each week as an informational submittal. Submit your QC test results for the tests performed under section 90 -4.01D as an informational submittal. The QC test results must be submitted electronically through the Data Interchange for Materials Engineering website within 3 business days of completion of each QC test and must include the concrete mix design number.

90-4.01C(2) Certificates of Compliance

Submit a certificate of compliance for the cementitious material used in PC concrete members. The certificate must be signed by the PC concrete product manufacturer. Submit a certificate of compliance for each PC concrete mem ber. The certificate of compliance for tier 1 and tier 2 members must be signed by the QC manager. The certificate of compliance for tier 3 members must be signed by the QC Inspector.

90-4.01C(3) Precast Concrete Quality Control Plan

Before performing any precasting activities for tier 1 and tier 2 PC concrete members, submit 3 copies of the project -specific QC plan for the PC plant. The QC plan must supplement the information from the authorized facility audit. Submit a separate QC plan for each plant. Al low 25 days for review. Each project -specific QC plan must include:

90-4.01C(4) Daily Produc tion Log

The QC inspector must provide reports to the QC manager for each day that precasting activities are performed. The QC manager must maintain a daily production log of PC activities for each day's precasting. PC activities include setting forms, pla cing reinforcement, setting prestressing steel, casting, curing, post tensioning, and form release. This daily log must be available at the precasting plant. The daily log must include:

90-4.01C(5) Precast Concrete Report

Before shipping PC concrete members, submit a PC concrete report. The report must include:

90-4.01D Quality Assurance

90-4.01D(1) General

Quality assurance for PC concrete includes:

90-4.01D(2) Quality Control

90-4.01D(2)(a) General

For tier 1 and tier 2 PC concrete members:

90-4.01D(2)(b) Quality Control Meeting

After submitting the PC concrete QC plan, hold a meeting to discuss the requirements for PC concrete QC. The meeting attendees must include the Engineer, the PC concrete QC manager, and a representative from each plant p erforming PC concrete activities for the Contract.

90-4.01D(2)(c) Sampling, Testing, and Inspecting

The QC laboratory testing personnel or the QC inspector must witness sampling. The QC laboratory testing personnel must perform testing. QC laboratory test ing personnel must have the following certifications, as applicable: SECTION 90 CONCRETE

90-4.01D(2)(d) Temperature Monitoring

90-4.01D(2)(d)(i) General

At a minimum, provide temperature monitoring devices as shown in the following table: Temperature Monitoring Requirements Component Steam curing Other curing methods Tier 1 PC bridge components except piling and deck panels 1 internal temperature sensor for each individually cast member; 1 internal temperature sensor for every 100 feet of bed length for continuously cast elementsa 1 internal temperature sensor for each individually cast member; 1 internal temperature sensor for every 100 feet of bed length for continuously cast elementsa PC piling, deck panels, and PS pavement 1 enclosure temperature sensor for every 200 feet of bed length for continuously cast elements Not required Other PC components 1 enclosure temperature sensor for every 200 feet of bed length for continuously cast elements Not required aMembers not instrumented are represented by the nearest internal temperature probe. Temperature monitoring devices must provide an accurate, continuous, permanent record of the temperature during curing activities.

90-4.01D(2)(d)(ii) Tier 1 Bridge Components

Except for piling and deck panels, provide a temperature monitoring and recording system during concrete placement a nd curing for tier 1 PC bridge components. The system must consist of temperature sensors connected to a data acquisition system. The system must be capable of recording, printing, and downloading temperature data to a computer. Temperature sensors must be accurate to within ±2 degrees F. Position each internal concrete temperature sensor as shown in the following table: Internal Concrete Sensor Locations PC component Sensor location Wide flange, ʹI', and bulb tee girders 6–8 inches below top surface along center line at midpoint Other girder shapes 6–8 inches below top surface along center line of stem at midpoint Deck slabs Center of element at mid -depth Other elements Position sensor to provide maximum concrete cover Record temperature readings automatically at least every 15 minutes. You may discontinue temperature recording (1) when the maximum internal concrete temperature is falling for a minimum of 1 hour, or (2) immediately before stress transfer to the concrete. Do not allow the ends of temperature sensors to come into contact with concrete supports, forms, or reinforcement. Correct equipment failures in temperature control and monitoring and recording systems immediately.

90-4.01D(3) Department Acceptance

For PC concrete that is steam cured, the Engineer evaluates the compressive strength based on individual tests representing specific portions of production. For tier 1 PC bridge components that are monitored for internal temperature, the Engineer rejects componen ts if at any temperature sensor (1) the maximum internal concrete temperature exceeds 165 degrees F, or (2) the internal temperature gain exceeds 40 degrees F per hour. If the maximum internal concrete temperature is from 161 to 165 degrees F, the Engineer reduces payment for furnish PC SECTION 90 CONCRETE concrete member by a percentage equal to 2 times the difference of the maximum measured temperature in degrees F minus 160.

90-4.02 Materials

You may use Type III portland cement in PC concrete. The specifications for SCM c ontent in section 90 -1.02B(3) do not apply to PC concrete. For PC concrete, the SCM c ontent must comply with one of the following:

90-4.03 Construction

Cure PC concrete using steam curing or any of the methods specified in section 90 -1.03B. Cure for the minimum time specified for each method or until the concrete reaches its design strength, whichever is less. Steam curing must comply with the following:

90-4.04 Payment

Not Used

90-5 Self-Consolidating Concrete

90-5.01 General

90-5.01A Summary

Section 90 -5 applies only where the specifications allow t he use of SCC. You may use SCC for PC concrete.

90-5.01B Definitions

self-consolidating concrete (SCC): Flowing concrete that is capable of spreading to a level state without segregation and without the use of internal or external vibrators.

90-5.01C Sub mittals

Submit the following before placing SCC:

90-5.01D Quality Assurance

90-5.01D(1) General

Reserved

90-5.01D(2) Quality Control

90-5.01D(2)(a) General

Reserved

90-5.01D(2)(b) Compressive Strength

Prepare SCC specimens for compressive strength testing under California Test 540, except fabricate test specimens as follows:

90-5.01D(2)(c) Prequali fication of Mix Design

Prequalify the SCC mix design with a trial batch using the same materials, mix proportions, mixing equipment, procedures, and batch size to be use d in SCC production. The SCC trial batch must comply with the requirements for the quality characteristics shown in the following table: SCC Mix Design Requirements Quality characteristic Test method Requirement Slump flow (min, in) ASTM C1611 20 Flow rate, T 50 (seconds) ASTM C1611 2–7 Visual stability index (max) ASTM C1611 1 J-Ring flowa (max, in) ASTM C1621 2 Column segregation, static (max, %) ASTM C1610 15 Bleeding capacity (max, %) ASTM C232 2.5 Compressive strengthb,c (min, psi) California Test 521 strength described Compressive strengthc (min, psi, average of 5 cylinders) California Test 521 ≥ 600 + strength described aDifference between J -ring flow and slump flow . bFor an individual test cylinder . cAt the maximum age specified or allowed .

90-5.01D(2)(d) Mock -up

If the construction of a mock -up is specified in the special provisions, construct a mock -up before placing the SCC. The mock -up must demonstrate that t he SCC will:

90-5.01D(2)(e) Field Quality Control

90-5.01D(2)(e)(i) General

Reserved

90-5.01D(2)(e)(ii) Fine Aggregate Moisture Content

Determine the fine aggregate moisture content for each batch of SCC.

90-5.01D(2)(e)(iii) Slump Flow and Visual Stability Index

At the start of SCC placement and whenever a set of concrete cylinders is prepared, determine the slump flow and the visual stability index under ASTM C1611.

90-5.01D(3) Department Acceptance

Reserved

90-5.02 Materials

The minimum allowable slump flow is 20 inches. The slump flow must not vary by more than 3 inches from the mix design slump flow. The visual stability index must not exceed 1.

90-5.03 Construction

Not Used

90-5.04 Payment

Not Used

90-6 Lightweight Concrete

90-6.01 General

90-6.01A Summary

Section 90 -6 includes specifications for furnishing lightweight concrete. Lightweight concrete must be composed of cementitious material, lightweight coarse aggregate, fine aggregate, admixtures if used, and water. Section 90 -6 applies only where the use of lightweight concrete is specified in the special provisions.

90-6.01B Definitions

Reserved SECTION 90 CONCRETE

90-6.01C Submittals

90-6.01C(1) General

Submit the prequalification data or reports and the proposed mix design at least 45 days before placing the lightweight concrete. Submit certified copies of the manufacturer's test reports showing the estimated fresh concrete unit weight that results in the selected air -dry unit weight.

90-6.01C(2) Mix Design

Submit the mix design. Include the type, brand, weight, and absolute volume o f each ingredient for each concrete type and strength. Report the weight for each aggregate for a surface -dry condition, including moisture absorbed in the aggregate; for an oven -dry condition; or for the condition proposed for use. Include with the mix de sign written verification that arrangements have been made for the Engineer to obtain test samples. The test samples of lightweight aggregates will not exceed 500 lb for each separate gradation.

90-6.01D Quality Assurance

90-6.01D(1) General

Reserved

90-6.01D(2) Quality Control

90-6.01D(2)(a) General

Reserved

90-6.01D(2)(b) Prequalification

Prequalify the lightweight concrete by submitting certified test data or trial batch test reports under section

90-1 01D(5)(b), except for PC concrete you must prequalify by submitting trial batch test reports. Dispose

of the trial batches.

90-6.01D(2)(c) Unit Weight of Fresh Concrete

Determine the unit weight of fresh concrete under California Test 518.

90-6.01D(2)(d) Air -Dry Unit Weight

Determine the air -dry unit weight as follows:

90-6.01D(3) Depar tment Acceptance

90-6.01D(3)(a) General

Reserved

90-6.01D(3)(b) Penetration

The Engineer performs penetration testing under California Test 533.

90-6.01D(3)(c) Air Content

The Engineer determines the concrete air content under ASTM C173/C173M.

90-6.01D(3)(d) Compressive Strength

The Engineer determines the compressive strength under section 90 -1.01D( 5).

90-6.02 Materials

90-6.02A General

The unit weight of the fresh concrete used in the work must not vary from the weight shown in the test report by more than 4 pcf. The air -dry unit weight of lightweight concrete furnished for each mix design must be a single weight from 109 to 115 pcf for prestressed concrete and from 104 to 110 pcf for nonprestressed concrete. The total air content of freshly mixed concrete must not exceed 6 percent. Lightweight concrete must have a 28 -day compressive strength of at least that shown.

90-6.02B Aggregate

The fine aggregate must consist of lightweight fine aggregate, natural sand or manufactured sand fine aggregate, or a combination of these, as required to comply with the air -dry unit weight requirements. Lightweight aggregates must comply with ASTM C330/C330M, except the splitting tensile strength and drying shrinkage requirements do not apply. Lightweight aggregates must be rotary kiln expanded shale or clay having a surface sealed by firing. Do not crush the coarse aggregate after firing, except aggregate that is 3/4 inch and smaller may be crushed as necessary to produce the required coarse aggregate gradation. The final coarse aggregate size must not exceed 3/4 inch. The shrinkage characteristics of lightweight agg regates must be such that the drying shrinkage of the lightweight concrete produced does not exceed 0.040 percent after 14 days of drying when tested under California Test 537. Lightweight aggregates must have no more than 5 percent loss when tested for so undness under California Test 214.

90-6.02C Proportioning

At the time of batching, adjust the authorized aggregate weight to compensate for surface moisture and absorbed moisture. After authorization of the mix design, do not alter the materials and batch proportions during the work, except as required to maintain the authorized cementitious material content and unit weight. The cementitious material content of individual batches must not vary from the authorized cementitious material content by more than from -15 to +25 pounds of cementitious material per cubic yard of concrete. Batch the lightweight fine aggregate and natural sand by weight. Batch the lightweight coarse aggregate by weight or volumetric methods. If volumetric methods are used, the batchin g equipment must allow the Engineer to check the weight of each aggregate size in the batch. Limit the absolute volume of coarse aggregate such that no concrete segregation occurs during mixing, transporting, placing, consolidating, or finishing. For site -cast concrete, the absolute volume of coarse aggregate must not exceed 10 cubic feet per cubic yard of concrete. SECTION 90 CONCRETE Uniformly pre -wet or pre -saturate the aggregates such that uniform penetration of the concrete is maintained. For lightweight concrete that is to be pumped, pre -saturate the aggregates using thermal, vacuum, or equivalent methods. Lightweight concrete must have adequate workability such that proper placement, consolidation, and finishing are attained.

90-6.03 Construction

Not Used

90-6.04 Payment

Not Used

90-7 90-8 Reserved

90-9 Returned Plastic Concrete

90-9.01 General

90-9.01A Summary

Section 90 -9 includes specifications for incorporating returned plastic concrete (RPC) into concrete. RPC must be used only where the specifications all ow its use. Do not use RPC in pavement or structural concrete.

90-9.01B Definitions

returned plastic concrete (RPC): Excess concrete that is returned to a concrete plant in a plastic state and that has not attained initial set. hydration stabilizing admix ture (HSA): Extended set retarding admixture that controls and predictably reduces the hydration rate of the cementitious material.

90-9.01C Submittals

Submit the following with the weighmaster certificate:

90-9.01D Quality Assurance

The material plant produc ing concrete containing RPC must be authorized under the MPQP . For volumetric proportioning of RPC:

90-9.02 Materials

90-9.02A General

The quantity of RPC added to the concrete must not exceed 15 percent. The cementitious materi al content of the RPC must be at least that specified for the concrete that allows the use of RPC. Water must not be added to the RPC after batching, including in the truck mixer. Use HSA for controlling and reducing the hydration rate of RPC. Incorporate RPC by mixing into the concrete before arriving at the job site.

90-9.02B Returned Plastic Concrete

The RPC must not exceed 100 degrees F at any time. If HSA is not used, RPC must be incorporated into the concrete before attaining initial set or within 4 hours after batching of RPC, whichever is earlier. If HSA is used:

90-9.02C Hydration Stabilizing Admixture

HSA must comply with ASTM C494 admixture Type B or Type D. HSA must have a proven history of specifically maintaining and extending both plasticity and set. HSA dosage must comply with the manufacturer's instructions.

90-9.02D Production

Proportion concrete containing RPC under section 90 -2.02E. Proportion RPC by weight or by volume.

90-9.03 Construction

Not Used

90-9.04 Payment

Not Used

90-10 90-16 Reserved