03055Portland Cement Concrete

PORTLAND CEMENT CONCRETE

PART 1 GENERAL

1.1SECTION INCLUDES

1.2RELATED SECTIONS Not used

1.3REFERENCES

Use in Concrete

and Concrete

the Sand Equivalent Test

Construction by Maturity Tests

Resist ChlorideIon Penetration

Concrete

Portland Cement Concrete

Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

Concrete

Beam With Third-Point Loading)

1.4DEFINITIONS

time recommended to prevent concrete from being adversely affected by exposure to cold weather during construction as per ACI 306.

equivalent diameters less than 0.012 inch.

diameters greater than 0.012 inch.

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1.5SUBMITTALS

approval.

batch test results or on Department project history.

this Section, Article 2.2, paragraph B.

reactivity of coarse and fine aggregates according to UDOT Quality Management Plan 506: Ready-Mix Concrete.

cementitious materials and aggregates to control the reactivity when using potentially reactive aggregates in a mix design.

2.2, paragraph D.

design when used. 1) Provide targets for each required sieve (listed in Table 6) for control and acceptance. 2) Include the sum of the percent retained on the #8, #16 and #30 sieves. Submit the sum of the percent retained on each of the #30-200 sieves listed in Table 6. 3) Identify the aggregate size and number of component stockpiles. 4) Provide gradations for each component stockpile and the target percentages of each stockpile used to achieve the total combined gradation.

freshly mixed concrete according to AASHTO T 121 when using Class AA(LSF) and AA(ES) concrete.

reinforcement.

Class B concrete for review.

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review.

conditions during: placement, curing, and temperature monitoring of concrete during cold and hot weather.

weather conditions or equipment failures.

weather concreting requirements and Article 3.1, paragraph E for hot weather concreting requirements.

suppliers.

weather concreting plan. Refer to this Section, Article 3.1D4.

approved mix design.

1.6ACCEPTANCE

to UDOT Minimum Sampling and Testing Requirements.

AA(ES) concrete mixes:

AASHTO T 121 at the same frequency as Air Content and Concrete Temperature. 1) Batch fails if the unit weight of the fresh concrete in the field varies more than ± 5 lb/ft3 from the target density for fresh concrete established by the mix design.

water/cementitious ratio established in the trial batch.

concrete is below specified strength and does not have a separate strength pay factor.

that is represented by the strength tests that fall below a specified strength.

Portland Cement Concrete

on 28 day compressive strength.

Table 1 Price Reduction for 28 Day Compressive Strength AAA(AE), AA(LSF), AA(LS), AA(ES) AA(AE), A(AE), AA(P) Concrete Classes Concrete Classes PSI below Specified Pay Factor Pay Factor Strength 1-100 0.95 N/A 101-200 0.90 N/A 201-300 0.85 N/A 301-400 0.80 N/A More than 400 Reject N/A More than 500 Reject Reject

analysis. The Department applies a 0.50 pay factor if a reject lot is allowed to remain in-place.

1.7QUALITY ASSURANCE

performance of compressive strength on all projects according to the UDOT Materials Manual of Instruction

root cause are considered uncontrolled.

Department.

PART 2 PRODUCTS

2.1CONCRETE CLASSES AND MIX REQUIREMENTS

Portland Cement Concrete

Table 2 Concrete Classes and Mix Requirements Maximum Maximum Percent ChlorideIon Air Mix Design 28 Day Coarse Water / Penetration Minimum Shrinkage at Content Compressive Class Aggregate Cementi- AASHTO Compressive 28 days T 358 Percent Strength Strength Size tious f ’cr (psi) AASHTO Table 1 (%) * f ’c (psi) ** Ratio**** T 160 1” to No. 4 6,200 5,000 or AAA(AE) 0.40 N/A N/A 5.0 - 7.5 ¾” to No. 4 or f’c +1200 as shown 1” to No. 4 Low to AA(LSF) 0.42 0.035 5.0 - 7.5 5,200 4,000 ¾” to No. 4 Negligible 1” to No. 4 Low to AA(LS) 0.40 0.035 5.0 - 7.5 5,200 4,000 ¾” to No. 4 Negligible 2” to No. 4 4.0 - 7.0 AA(P) 1½” to No. 4 0.44 0.042 N/A 4.5 - 7.5 5,200 4,000 1” to No. 4 5.0 - 7.5 1½” to No. 4 4.5 - 7.5 Low to AA(ES)*** 1” to No. 4 0.42 0.035 5.0 - 7.5 5,200 4,000 Negligible ¾” to No. 4 5.0 - 7.5 2” to No. 4 4.0 - 7.0 1½” to No. 4 4.5 - 7.5 AA(AE) 0.44 N/A N/A 5,200 4,000 1” to No. 4 5.0 - 7.5 ¾” to No. 4 5.0 - 7.5 1½” to No. 4 0.53 A 1” to No. 4 0.53 N/A N/A N/A 3,900 3,000 ¾” to No. 4 0.48 1½” to No. 4 0.53 A(AE) 1” to No. 4 0.53 N/A N/A 4.5 - 7.5 3,900 3,000 ¾” to No. 4 0.48 B or N/A

0.62N/A N/A 3,250 2,500

B(AE) 3.0 - 6.0 Table 2 Notes: * Values listed represent in-place air content. Make necessary adjustments for impacts to air content due to placement. ** For f ’c over 4,000 psi, design and proportion mixes according to ACI Manual of Concrete Practice 301: Specifications for Concrete and project specific criteria. Use air content percent in Table 2 for these mixes according to the class specified and the coarse aggregate size. *** For Class AA(ES), achieve at least 3,000 psi at 24 hr. ****The Water/Cementitious ratios in this table are the maximum allowed. The mix design w/c ratio is established in the trial batch and will remain within the tolerances of this Section Article 2.6 during production.

Acronym Definitions: AE = air-entrained P = pavement LSF = low shrinkage with fiber ES = high early strength LS = low shrinkage

Portland Cement Concrete

bars or between bars and forms, whichever is less.

the following formula: w = Water c Cement + Pozzolan

specified.

determined in the mix design for concrete deposited in water.

maximum target slump.

Table 3 Target Slump Tolerance (inch) Target Slump

3 inch or less More than 3 inch Plus tolerance 0 0 Minus tolerance 1 ½ inch 2 ½ inch

addition to the requirements in Table 2:

2.2F.

Section, paragraph 2.2 B3.

requirements in Table 1:

batch.

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alternate method 2, pre-wet method (test the sample in the wet condition).

average edge slump of ¼ inch verified through trial batch. Refer to AASHTO TP 137.

2.2MATERIALS

unless otherwise specified. Type III Portland Cement or equivalent may be used for precast items.

1) Use ASTM C 1567 to verify that expansion is less than 0.1 percent 14 days after the zero reading. 2) Refer to the equivalent cements listed in Table 4.

fly ash to a blended hydraulic cement. 1) Submit documentation of the total pozzolan content with the mix design.

Table 4 Portland Cement/Blended Hydraulic Cement Equivalencies AASHTO M 85 Equivalent Alkalis ASTM C 595 ASTM C 1157 0.80 max percent *Type I IP, IL, IT GU Type II IP(MS), IT(MS) MS Type III - HE *Type V IP(HS), IT(HS) HS *Use only when specified

properties. Use one of the gradations in Table 5.

specified in AASHTO M 80, Table 2, for Class A aggregates.

Portland Cement Concrete

Table 5 Coarse Aggregate Gradations - Percent Passing (by weight) Aggregate Size No. (inches or 2½ 2 1½ 1 ¾ ½ ⅜ No. 4 200 sieve size) 2 to No. 4 100 95-100 35-70 10-30 0-5 0-1 1½ to No. 4 100 95-100 35-70 10-30 0-5 0-1 1 to No. 4 100 95-100 25-60 0-10 0-1 ¾ to No. 4 100 90-100 20-55 0-10 0-1

properties. Use the gradation in Table 6.

specified in AASHTO M 6, Table 2, for class A aggregates, using option “b” for material finer than the No. 200 sieve.

Table 6 Fine Aggregate Gradation Sieve Size Percent Passing (by weight) ⅜ inch 100 No. 4 95 to 100 No. 16 45 to 80 No. 50 10 to 30 No. 100 2 to 10 No. 200 0 to 3.0

AA(LSF), AA(ES) and AA(P) concrete classes and may replace the gradation requirements in Tables 5 and 6 for other concrete classes when designed and approved as such.

Tarantula Curve Gradation Band in Table 6. The combined gradation must be within the boundary limits for each sieve size. Refer to the UDOT Materials Manual of Instruction, Aggregate Gradations for a graphical representation of the Tarantula Curve. 1) Slip formed pavements: retain at least 15 percent on the sum of the #8, #16 and #30 sieves. 2) Slip formed pavements: retain between 24 and 34 percent of fine sand on the sum of the #30 through #200 sieves. Portland Cement Concrete

3) Flowable applications: retain at least 20 percent on the sum of the #8, #16 and #30 sieves. 4) Flowable applications: retain between 25 and 40 percent of fine sand on the sum of the #30 through #200 sieves. Table 7 Tarantula Curve Gradation Band Sieve Size Individual Percent Retained 2 in. 0 1 ½ in. 0 to 5 1 in. 0 to 16 ¾ in. 0 to 20 ½ in. 4 to 20 3/8 in. 4 to 20 No. 4 4 to 20 No. 8 0 to12 No. 16 0 to 12 No. 30 4 to 20 No. 50 4 to 20 No. 100 0 to 10 No. 200 0 to 2.3

Table 2.

M 154 including the optional uniformity requirements in ASTM C 260, Section 5.

regarding HRWR ingredients, production methods, handling, and placing in the written plan for admixtures.

AASHTO M 194.

set-retarding or stabilizing admixture by trial batch if admixtures are required due to haul times exceeding the time limitations in this Section, Article 3.1, paragraph A.

Portland Cement Concrete

of the set retarding admixture.

admixture.

batching operations.

supersedes the requirements in this Section, Article 3.1, paragraph A.

addition per load, regardless of quantity.

recommended by the manufacturer.

with the following. 1) Loss on Ignition (LOI) Not to exceed 3 percent. 2) Allowable CaO content Not to exceed 15 percent.

cement.

and fly ash.

not exceed 0.1 percent. Refer to ASTM C 1567.

AC32 Section 3.1.1 (plastic shrinkage reinforcement) and Section 3.1.2 (shrinkage and temperature reinforcement).

mix.

when tested according to ASTM C 1609.

Portland Cement Concrete

2.3MIX DESIGN

criteria.

with the mix design and their potential effects on concrete properties.

reactivity.

system.

2.4TRIAL BATCHES

project.

the trial batch but are not required.

personnel to perform trial batches and strength tests.

Instruction 974: Guidelines for Portland Cement Concrete Mix Design Trial Batches.

and flexural strength testing.

2.5AGGREGATE STOCKPILES

intruding into aggregates.

aggregate samples.

Portland Cement Concrete

(12 hours minimum).

2.6BATCH MATERIALS

truck.

introduced.

PART 3 EXECUTION

3.1LIMITATIONS

otherwise specified:

degrees F.

80 and 85 degrees F.

85 degrees F.

between 50 and 90 degrees F or as described in the authorized hot or cold weather protection plan.

Portland Cement Concrete

configuration of that equipment that causes a loss of entrained air content that exceeds one-half of the range of air content allowed by specification.

meet this requirement.

and protecting concrete exposed to cold weather during the protection period. Cold weather applies when the temperature is forecast to fall below 35 degrees F during the protection period.

curing and protecting in-place concrete such as covers, insulation, and heat.

placing cast-in-place concrete.

Plan when fabricating precast concrete members.

This does not apply to normal accelerators. Refer to AASHTO M 194.

additional cost to the Department.

aggregates are required.

developing hot spots.

following methods:

concrete being protected.

Portland Cement Concrete

50 degrees F during and after placement until the end of the protection period.

surface. Use surface thermometers insulated from the surrounding air.

daily through the cold weather protection period.

snow, and high winds without adequate protection.

of any contact surface, such as reinforcement or formwork, is less than 36 degrees F.

is 40 degrees F and decreasing unless adequate precautions are taken according to the authorized Cold Weather Concreting Plan.

and until the end of the protection period. 1) The Cold Weather protection period is the time required for the concrete to reach a compressive strength of at least 3,500 psi. 2) Extend the duration of the Cold Weather protection period at least 24 hours beyond the termination of the cure before exposing the concrete to freezing temperatures when curing by the water method.

1) Adequately vent combustion-type heaters that produce carbon monoxide. 2) Position heaters and ducts so the hot dry air does not cause areas of the concrete surface to overheat or dry. 3) Keep concrete surfaces moist to avoid excessive loss of moisture from the concrete when applying external heat.

drop by more than 40 degrees F during any 24 hour period.

Portland Cement Concrete

and protecting concrete exposed to hot weather.

combination of high ambient temperature, high concrete temperature, low relative humidity, and high wind speed have the potential to impair the quality of freshly mixed or hardened concrete by accelerating the rate of moisture loss and the rate of cement hydration, or otherwise causes detrimental results.

and wind speed, to assess the need for evaporation control measures.

concrete placing operations.

or less until required curing procedures are applied.

placing cast-in-place concrete.

Plan when fabricating precast concrete members.

temperatures, relative humidity of the air, and wind speed have the capacity to evaporate free water from the fresh concrete surface at a rate equal to or greater than 0.2 lb/ft2/hr. 1) Determine the evaporation rate of surface moisture using the NRMCA Nomograph in Appendix B of ACI 305.1.

below 95 degrees F.

of any contact surface, such as reinforcement or formwork, is greater than 95 degrees F.

3.2CYLINDER STORAGE DEVICE

degrees F for the initial 16 hour curing period.

recorder that continuously records on a time/temperature chart with an accuracy of ±1 degree F.

24 hours before placement.

Portland Cement Concrete

cannot accommodate the required number of test cylinders. Cylinder strength results may not be disputed if storage devices are not provided.

cylinders.

storage device capability to maintain and record temperature.

END OF SECTION

Portland Cement Concrete