Oregon 2024 Standard Specifications for Construction — Section 02001

02001.02 1043 PART 02000 - MATERIALS

Concrete Materials and Additives

Description

02001.00Scope - This Section includes the requirements for the properties, submittals, production,

quality control and acceptance of portland cement concrete (concrete) for structural, precast prestressed, and paving applications.

02001.02Abbreviations and Definitions :

ƒ'c - Minimum Specified Compressive Strength at 28 D ays ƒ'cr - Required Average Compressive Strength GGBFS - Ground Granulated Blast Furnace Slag HPC - High Performance Concrete HRWRA - High-Range Water -Reducing Admixture (super -plasticizer) IC - Internally Cured LWF A - Lightweight Fine Aggregate PPCM - Precast prestressed concrete member SCM - Supplementary Cementitious Materials SSD - Saturated Surface-Dry w/cm Ratio - Water -Cementitious Material Ratio WRA - Water Reducing Admixture

Cementitious Materials - Portland cement and Supplementary Cementit ious Materials.

High Performance Concrete - Concrete designed for enhanced durability and performance characteristics. High Performance Concrete is identified by the letters "HPC" in front of the concrete class designation (for example, HPC45 00 – 1 1/2).

Internally Cured Concrete - Concrete designed to utilize lightweight Fine Aggregate to mitigate shrinkage.

Lightweight Concrete - Structural concrete having a specified density using lightweight Aggregates.

Moderate Exposure - Elevations below 1,000 feet.

Pozzolans - Fly ash, natural Pozzolans, silica fume, and high-reactivity Pozzolans .

Severe Exposure - Elevations 1,000 feet and above.

Supplementary Cementitious Materials - Pozzolans and ground granulated blast furnace slag.

02001.10 1044 02001.10 Materials - Furnish Materials meeting the requirements of the following:

02001.15Concrete Mix Design - Submit current or new mix designs, prepared by a CCT, with the

information listed in 02001.15(c), for each required class of concrete to the Engineer for review. Allow 21 Calendar Days for the review. Design mixes by the volumetric method in ACI 211.1 to achieve the properties of 02001.20 and 02001.30 when tested according to 02001.15(b). Provide a design that is workable, placeable and finishable given the specific conditions for the Project and Structure. Do not proceed with concrete placement until the Engineer has determined that the mix design complies with the Specifications. Review of concrete mix designs does not relieve the Contractor of the responsibility to provide concrete meeting the Specification and Project Site requirements.

(a)Current Mix Designs - Mix designs that meet the requirements for the specified class of

concrete and are currently being used or have been used within the past 24 months on any project, public or private may be submitted for review. Provide individual tests results that comprise the average if more than one data point exists. For paving designs the flexural strength testing must be from within the last two years. For HPC designs the l ength change and permeability tests must be from within the last two years.

(b)New Mix Designs - Make at least one trial batch for each concrete mix design. Notify the

Engineer at least 48 hours before making each trial batch. The Engineer may witness preparation and testing. Prepare and test trial batches using the same Materials, at the same proportions, and having the same plastic properties of concrete that will be used in the Project. Simulate haul time, batching sequence and mixing conditions to ensure the trial batch is representative of the mixture that will be delivered to the Project. Furnish all Materials, Equipment, testing and W ork required for designing the mixes at no additional cost to the Agency.

(1)T rial Batch Plastic Properties - For each trial batch, test according to the following test

methods:

Test Test Method

Sampling Fresh Concrete WAQTC TM 2 Concrete Temperature AASHTO T 309 Slump AASHTO T 119 Air Content AASHTO T 152 or T 196 2 Density AASHTO T 121 Yield AASHTO T 121 Molding Concrete Specimens AASHTO T 23 or R 39 3 Water Cement Ratio 4

1 For drilled shaft concrete test the slump retention by subsequent tests at 60 minute intervals for the duration of the estimated drilled shaft placement,. Report in table or graphical format. 2 Use AASHTO T 196 for L ightweight Concrete 3 Cast cylinders in single use plastic molds 4 Use AASHTO T 121 in the MFTP

02001.15 1045 (2) Trial Batch Harde ned Properties - When applicable, test properties according to the following test methods:

Test Test Method

Compressive Strength AASHTO T 22 Flexural Strength AASHTO T 97 Length Change AASHTO T 160 Permeability AASHTO T 277

a.Compressive Strength Te sts - For each trial batch, cast and cure at least three test

cylinders acc ording to AASHTO T 23 or AASHTO R 39, in 6 inch by 12 inch or 4 inch by 8 inch single use plastic molds. The use of unbonded caps according to ASTM C1231 is permitted. Test at 28 Days according to AASHTO T 22.

b.Flexural Strength Tests - For each paving concrete trial batch, cast and cure at least

three fle xural beams accor ding to AASHTO T 23 or AASHTO R 39. Test flexural beams a t 28 Days according to AASHTO T 97.

c.Length Change Tests - For all HPC mix designs, except for precast bridge rail elements,

make at least three specimens from the trial batch for length change testing. Sample prisms shall have a square, 4 inch by 4 inch Cross Section. Wet cure the samples until they have reached an age of 28 D ays, including the period in the molds. Following the wet cure, air store and measure samples according to AASH TO T 160, Section 11.1.2 for 28 D ays. Report length change results at total specimen age of 56 D ays.

d.Permeability Tests - For alternate HPC mix designs, make at least three specimens from

the trial batch for permeability testing. Prepare, cure, dry and test according to AASHTO T 277. Report permeability in coulombs at 90 Days.

e.Lightweight Equilibrium Density - For Lightweight Concrete mix designs, determine the

measured oven-dry density and calculate the approximate equilibrium density accordin g to ASTM C567.

(c)Required Submittals for Mix Designs - Submit the following information for each concrete

mix design:

(1)Supplier's Information - Provide the Supplier's unique mix design identification number

and batch plant location.

(2)Mix Design Constituent Proportions:

• Weight per cubic yard (pounds per cubic yard) of cement, SCM, F ine Aggregates and Coarse Aggregates (SSD), mix water, concrete modifiers, and chemical admixtures • Absolute volumes of cement, SCM(s), Fine Aggregates and C oarse Aggregates (SSD), mix water, air content, concrete modifiers, and chemical admixtures • Dosage rates for chemical admixtures (ounces per cubic yard) • w/cm Ratio including all chemical admixtures

(3)Aggregates - Identify the Aggregate source by the ODOT source number. Report current

values of the following:

• Bulk specific gravities (SSD) • Fine Aggregate absorptions 02001.15 1046 • Coarse Aggregate absorptions • Dry-rodded density of Coarse Aggregates • Average stockpile gradations • Fineness modulus of Sand used in the mix design calculations

(4)Cement - For each cement used, provide the following:

• Manufacturer • Brand name • Type • Source or location plant • QPL product number

(5)SCM - For each SCM used, provide the following:

• Manufacturer • Brand name • Source • Class • QPL produc t number

(6)Concrete Modifiers - For each concrete modifier used, provide the following:

• Manufacturer • Brand name • QPL product number

(7)Admixtures - For each admixture used, provide the following:

• Manufacturer • Brand name • Design dosage rate • QPL product number

(8)Synthetic Fiber Reinforcing - For each synthetic fiber reinforcing used, provide the

following:

• Manufacturer • Brand name • Design dosage rate • QPL product number

(9)Water - Identify the source of water to be used and provide a certificate of compliance

certifying that the water meets the requirements of 02020.10.

(10)Plastic Concrete Tests - Report the temperature, slump, density, air content, yield, and

w/cm Ratio of the trial batch or the average of these values for the cylinder sets presented for evaluation of a current mix design. 02001.20 1047 For drilled shaft concrete, report the following additional information:

• The total time estimate from initial batching through drilled shaft placement, including haul time, placing concrete, and temporary casing extraction. • Initial slump test results and subsequent results at 60-minute intervals, verifying a minimum slump of 4 inches is maintained for the total time estimated for drilled shaft placement, including temporary casing extraction. Report data in a table or graph format.

(11)Comp ressive Strength Test Results - Report the individual test results and the ASTV of

cylinders from the trial batch for new mix designs. For current designs, provide the individual tests and the average of the cylin der sets presented for evaluation.

(12)Documentation of Average Compressive Strength - Provide an analysis, showing

applicable data and calculations for documentation of average compressive strength according to ACI 301.

(13)HPC Test Results - For all HPC except precast bridge rail elements, report the length

change according to 02001.15(b)(2)(c).

For alternate HPC designs only, repor t the permeability according to 02001.15(b)(2)(d).

(14)Quality Control Person nel - Provide the name and certification number of the CCT who

prepared the mix design, the QCT who performed the plastic concrete tests and cast the test cylinders, the CSTT who tested the cylinders, and the ODOT certification number of the laboratory where the cylinders were tested.

(15)Lightweight Equilibrium Density Results - For Lightweight Concrete designs, report

densities according to 02001.15(b)(2)(e).

02001.20Concrete Properties, Tolerances, and Limits - Provide concrete that is workable,

placeable, uniform in composition and consistency, and having the following properties :

(a)Strength - Provide concrete meeting the required c lasses show n in the Contract Documents.

The class of concrete designates the minimum required compressive strength, ƒ' c at 28 D ays.

02001.20 1048 Table 02001-1 Concrete Strength and Water/Cementitious Material (w/cm) Ratio Type of Concrete Strength ƒ'c (psi) Maximum w/cm Ratio Structural 3300 0.50 3300

(Seal)0.45

4000 0.48 4000 (Drilled Shaft) HPC4500 0.40 HPC (IC) 4500 5000 + Paving 4000 0.44 PPCM's (with cast -in- place decks and no entrained air) 5000 0.48 5500 0.44 6000 + 0.42

(1)Required Average Compressive Strength ( ƒ'cr) - Except for PPCM designs, provide the

required aver age compressive strength accor ding to ACI 301 for mix design approval .

(2)Flexural Strength - Provide paving concrete mix designs with a minimum of 600 psi

at 28 Days.

(b)Air Entrainment - Provide all concrete, except PPCM with cast -in-place decks, seal concrete,

and drilled shaft concrete with entrained air in the amounts shown in Table 02001-2. Field measured entrained air content shall be within ± 1.5 percent of target air entrainment values.

Table 02001-2 Air Entrainment Nominal Maximum Aggregate Size, inch Moderate Exposure

(Percent)Severe Exposure

(Percent) 3/8 6.0 7.5 1/2 5.5 7.0 3/4 5.0 6.0 1 4.5 6.0 1 1/2 4.5 5.5

(c)Slump - Provide concrete at the appropriate slump shown in Table 02001-3. Take corrective

action to maintain a consistent slump at the point of discharge from the delivery vehicle.

02001.30 1049 Table 02001-3 Concrete Slump Condition Slump Concrete without WRA 4" max. Concrete with WRA 5" max. Concrete with HRWRA 6" ± 2" Precast Prestressed Concrete with HRWRA 10" max. Seal Concrete 8" ± 2" Drilled Shaft Concrete 8 1/2" ± 1 1/2" 1 1 Maintain a minimum slump of 4 inches throughout drilled shaft placement, including temporary casing extraction.

(d)Temperature - Provide concrete, at time of placement, at a temperature between a minimum

of 50 °F and a maximum of 90 °F, except the maximum bridge deck concrete temperature shall be 80 °F.

(e)Durability - For HPC designs, except designs for precast bridge rail elements, the following

additional requirements apply:

Test Test Method Acceptance Value Length Change AASHTO T 160 -0.045% Permeability AASHTO T 277 1,000 Coulombs (max.) at 90 Days 1

1 Only required for alternate HPC designs. See 02001.30(b)(2).

02001.30Concrete Constituents :

(a)Portland Cement - Use Type I or II cement for structural or paving concrete. Use Type III

cement for precast prestressed concrete.

(b)Supplementary Cementitious Materials - SCM may be used separately or in combinations

up to the specified maximum percentage by mass according to the following:

(1)General Limits - SCM may be useds eparately or in combination as shown:

Separate SCM Maximum Fly Ash + Other Pozzolans 30% GGBFS 50% Silica Fume 5%

Combined SC M Maximum Fly Ash + Other Pozzolans + GGBFS + Silica Fume 50%* Fly Ash + Other Pozzolans + Silica Fume 30%*

*Fly ash + other Pozzolans shall constitute no more than 25% and silica fume shall constitute no more than 5% of the total weight of C ementitious Materials.

02001.30 1050 When silica fume is added to truck mixed concrete, mix the batch a minimum of 100 revolutions at the mixing speed specified by the manufacturer before leaving the batch plant.

(2)HPC Cementitious Composition - Provide HPC with one of the following:

• Cementitious Material with 66 percent portland cement, 30 percent fly ash or GGBFS , and 4 percent sili ca fume. • Cement with SCM proportioned according to 02001.30(b)(1) and with trial batches performed to demonstrate that the proposed alternate mix design provides a maximum of 1,000 coulombs at 90 Days when tested according to AASH TO T 277.

(c)Blended Hy draulic Cement - Blended hydraulic cement may be used subject to the limits

of 02001.3 0(b) and 02010.20.

(d)Chemical Admixtures - Use chemical admixtures according to the manufacturer's

recommendations. Use WRA in all seal concrete and in Class 5000 concrete or greater. Use HRWRA in all HPC.

Use a hydration stabilizer from the QPL in all concrete for bridge decks. Use an appropriate amount to extend the initial set time of the concrete by 90 minutes.

(e)Aggregate - If the nominal maximum si ze of the coarse Aggregate is not included as a part of

the class of concrete, or shown, any size from 1 1/2 inch to 3/8 inch nominal maximum size Aggregate may be used according to ACI guidelines except:

• Use 1 1/2 inch nominal maximum size Aggregates in bridge deck concrete. • Use 1 1/2 inch nominal maximum size Aggregates in paving concrete unless otherwise indicated. • Use 3/8 inch nominal maximum size Aggregates in drilled shafts unless otherwise indicated.

(1)HPC Coarse Aggregate Content - Proportion all HPC for a minimum coarse Aggregate

absolute solid volume according to Table 02001- 4:

Table 02001-4 Absolute Solid Volume Maximum Nominal Aggregate Size Cu. Yd. (Aggregate) / Cu. Yd. (concrete) 3/8" 0.36 1/2" 0.38 3/4" 0.40 1" 0.42 1 1/2" 0.44

(f)Synthetic Fiber Reinforcing for Concrete - Use synthetic fiber reinforcing from the QPL and

according to Section 02045 in all High Performance Concrete. Use synthetic fiber reinforcing according to the manufacturer’s recommendations at the rate designated on the QPL. Fiber packaging is not allowed in the mixed concrete.

02001.50 1051 02001.40 Concrete Production - Produce concrete according to the following sections of ASTM C94, Standard Specification for Ready -Mixed Concrete:

ASTM Section ASTM Title

9.Measuring Materials

10.Batching Plant

11.Mixers and Agitators

12.Mixing and Delivery1

1 When haul ti me or placement conditions warrant exceeding the time of discharge, submit a detailed breakdown of the estimated time needed from batching to discharge of a load along with the measures that will be taken to ensure slump, temperature and uniformity will be maintained. This request must be submitted in advance and may establish a new time limit at the Engineer ’s discretion.

(a)Delivery Tickets - Send a concrete delivery ticket with each load of concrete supplied to the

Project. Each delivery ticket shal l include the following information:

Concrete Supplier's name, address and telephone number Address and telephone number of batch plant if different from above Date and time the concrete batch was produced ODOT mix design number Size of load batched Weights or volumes of constituents batched in the load Amount of water that can be added at the Project Site Amount of water added at the Project Site

(b)Adjusting Concrete Proportions - After a mix design has been reviewed and accepted,

submit any proposed adjustments to concrete proportions for review. Significant changes to the mix design, as determined by the Engineer, may require verification of performance by trial batch according to 02001.32. Significant changes include, but are not limi ted to the following:

Decreases in C ementitious Material content. Changes in cement source. Increases in SCM quantity replacing cement. Changes in SCM source. Substitution of Aggregates from a different source. Admixture product changes. Large admixture dosage changes, excluding seasonal adjustments for air entraining agents and Type A or D water reducers (± 25 oz/cubic yard).

02001.50Quality Control - Provide sampling, testing, and quality contr ol according to

Section 00165 and the following:

Provide certified technicians to sample and test the mix for temperature, air content, slump, water -cementitious ratio, density and yield, from the first load of each placement, whenever there is a visible change in the slump of the concrete, and when a set of cylinders is obtained. If the results of any test are outside of the Specification limits, stop placement of the load. Correct the load or, if the load cannot be corrected, do not incorporate it into the Work. Test subsequent 02001.50 1052 loads before any further concrete placement. Correct subsequent loads if any of the tests are still outside the Specification limits. Return to the specified test frequency when the test results from two consecutive loads are shown to meet the Specification limits. The Contractor shall designate a person responsible for accepting and rejecting concrete onsite.

Certified Technician duties:

(a)Certified Aggregate Technician (CAgT) -

Sample and test Aggregates. Sample and test each stockpiled size . Record and evaluate test results. Provide Stat -Spec results to the Engineer. Notify the CCT whenever a F ine Aggregate fineness modulus varies by more than ± 0.20 from the mix design it is to be used in. Test the fine and C oarse Aggregates for total moisture content according to AASHTO T 255.

(b)Quality Control Technician (QCT) -

Attend pre-placement meetings for bridge deck pours and paving. Be at the concrete placement site when concrete placement is in progress. Have a copy of the mix design on site and available during concrete placement. Obtain and check each batch ticket upon arrival of the concrete at the Project Site for the correct mix design. Sample the concrete and test for ambient air temperature, plastic concrete temperature, slump, air content, density, w/cm Ratio, and yield. Sample and test after concrete mixture proportions are adjusted in the field, and at such times as requested by the Engineer. Notify the Contractor and the Engineer immediately when the concrete is not in compliance with the Specifications. Be in direct contact with the CCT by telephone, radio or other means to convey information. Notify the C CT of loads rejected and the reason for rejection. Notify the CCT immediately whenever the w/cm R atio varies from the mix design target by more than ± 0.03. Notify the CCT immediately whenever the air content varies from the mix design target by more than ± 1.5 percent. Notify the CCT immediately whenever the slump varies from the allowable limits of Table 02001- 3. Notify the CCT immediately whenever the density of the plastic concrete varies from the mix design target by more than ± 3.0 pounds per cubic foot.

(c)Concrete Control Technician (CCT) -

Prepare new concrete mix designs. Notify the Engineer at least 48 hours prior to trial batching. Control the quality of concrete during production . 02001.60 1053 Submit proposed adjustments of the mix design, in writing, to the Engineer for approval by the middle of the following work shift. Ensure approved adjustments are implemented prior to proceeding with production. Before batching is started and when there is a significant change in the slump of the concrete ensure moisture contents of the coarse and Fine Aggregate are verified by the CAgT. Make necessary adjustments to maintain consistent concrete properties . Provide moisture content test results to the Engineer upon request. Monitor concrete properties and compressive strength tests throughout the duration of the Project. Make adjustments to loads that fail to meet the air content or slump criteria of the Specifications prior to the 90- minute time limit. Adjustments shall comply with the provisions of AST M C94. Make adjustments to maintain a satisfactory over -design ƒ'cr. Perform an analysis and verify the accuracy of coarse and Fine Aggregate moistures whenever the w/cm R atio varies from the mix design target by more than ± 0.03. Perform an analysis and m ake necessary adjustments whenever the unit weight of the plastic concrete varies from the mix design by more than ± 3.0 pounds per cubic foot. Perform an analysis whenever the fineness modulus of the Fine Aggregate varies by more than ± 0.20 from the established mix design. If necessary to maintain proper workability, ability to pump or ability to finish, make an adjustment to the Coarse/ Fine Aggregate ratio and submit to the Engineer by the middle of the following work shift.

(d)Concrete Strength Testing Technician (CSTT) -

Receive concrete test cylinders Record data Strip cylinders Store cylinders Test cylinders Record test data Report test data

02001.60Acceptance of Concrete - Acceptance of concre te will be according to Section 00165 and

the following:

(a)Aggregate - Acceptance of Aggregate will be according to 02690.12.

(b)Plastic Concrete - Acceptance of plastic concrete will be based on tests performed by the

Contractor's QCT, according to the tolerances and limits of 02001.20, when discharged within the time allotted in 02001.40.

(c)Hardened Concrete - Cast and cure test specimens according to AASHTO T 23 in

6 inch x 12 inch or 4 inch x 8 inch, single -use plastic molds and test at 28 Days ac cording to AASHTO T 22.

(1)General - For all classes of concrete, acceptance of hardened concrete will be based on an

analysis of compressive strength tests of cylinders cast by the QCT. Test cylinders at an Agency certified laboratory.

02001.60 1054 (2) Acceptanc e - Hardened concrete with an ASTV meeting or exceeding the specified design strength, ƒ'c will be accepted for strength. If the ASTV is less than ƒ'c but at least 85 percent of ƒ'c, the Engineer may review the results to determine if the concrete represented by the cylinders is suitable for the intended purpose. Remove concret e that has an ASTV less than 85 percent of ƒ'c unless otherwise authorized, in writing, by the Engineer. If the concrete is removed, the cost of removal, replacement and all related Work is the Contractor's responsibility. If the Engineer determines that the concrete is suitable for the intended purpose, the concrete may be allowed to remain in place, subject to a price adjustment according to 00150.25. If an ASTV falls below ƒ 'c, the Contractor may submit a written plan outlining a proposed alternate method of evaluating compressive strength. Submit the plan for review by the Engineer within 3 Days of the t est. Provide evidence that a reasonable ƒ'cr (over -design) was maintained and that there is credible evidence (besides low strength) which warrants consideration of this option. The Engineer may allow an alternate method of acceptance if the compressive strength test results are determined to be suspect from definable external factors.

Source: Oregon Standard Specifications for Construction, 2024 Edition. Pages 1109–1120 of 1,268.

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