DIVISION 10 – CONCRETE MIXTURES - Michigan

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DIVISION 10 – CONCRETE MIXTURES

Section 1001. Concrete Production Equipment and Facilities ......................... 10-3

Section 1002. Contractor Quality Control for Concrete ................................. 10-15

Section 1003. Quality Assurance (Acceptance) for Concrete ........................ 10-23

Section 1004. Portland Cement Concrete Mixtures ....................................... 10-31

Section 1005. Mortar and Grout Mixtures ...................................................... 10-36

Section 1006. Patching, Repair, and Overlay Mixtures ................................. 10-40

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NOTES

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Section 1001. Concrete Production Equipment and Facilities

1001.01. Description

This section consists of the equipment and facility requirements for making

portland cement concrete (PCC).

1001.02. Materials

Provide materials in accordance with the following sections:

Portland Cement ................................................................................... 901

Slag Cement ......................................................................................... 901

Fly Ash .................................................................................................. 901

Coarse Aggregate 6A, 6AA, 6AAA, 26A, 29A, 17A .............................. 902

Intermediate Aggregate ......................................................................... 902

Fine Aggregate 2NS, 2SS .................................................................... 902

Concrete Admixtures ............................................................................. 903

Water .................................................................................................... 911

1001.03. General Requirements

A. Certified Batching Plants. Provide PCC from certified portable and

stationary concrete batch plant facilities that meet the current

requirements of the National Ready Mixed Concrete Association

(NRMCA) or other Department-approved certification programs for

automatic control and automatic systems including the following:

1. Plant Certification

a. Stationary Concrete Batch Plants. Maintain plant equipment,

facilities, and associated weighing and batching devices during

production. Schedule inspections and maintain valid plant

certification. Provide for scale inspections at intervals no longer

than 6 months. Enlist the services of a Michigan Registered

Service Agency to certify the calibration and working order of the

weighing system. Check the batching accuracy of volumetric

admixture dispensers and volumetric water batching devices

(including water meters) at intervals no longer than 6 months.

Provide all documentation of inspections and certifications to the

Engineer.

b. Portable Concrete Batch Plants. At the start of production and

annually thereafter and after every move, ensure that portable

concrete batch plants meet the requirements of subsection

MDOT Standard Specifications for Construction Section 1001

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1001.03.A.1.a. Provide documentation of inspections and

certifications to the Engineer.

Clearly display current inspection reports, certifying that scales

and volumetric batching devices meet the required tolerances at

each plant facility. Display a photocopy of the inspection checklist,

completed by the inspecting agency, at each plant facility before

providing material to the project. Display the Certificate of

Conformance at each plant facility.

The Department may inspect batching equipment, facilities, and

associated weighing and batching devices and review the

qualifications of private plant and scale inspectors or inspecting

agencies.

2. Batch Tolerances. Provide batching equipment meeting the

tolerances specified in the NRMCA checklist as follows:

a. Cementitious Materials. Provide cementitious materials within

±1% of the required weight or for loads less than 30% of the scale

capacity, within ±0.3% of the scale capacity.

b. Aggregates. Provide aggregates within one of the following

tolerances:

±2.0% of the required weights;

±1.0% of the required intermediate and final cumulative

weights in aggregate batchers; or

±0.2% of the scale capacity for intermediate weights below

15% of the scale capacity and for final cumulative weights,

30% below scale capacity.

c. Water. Provide water within ±1.5% of the required quantity, or

±1.0 gallon, whichever is greater.

d. Admixtures. Provide admixtures within ±3% of the required

quantity or plus or minus the minimum dosage rate per

100 pounds of cementitious material, whichever is greater.

3. Capacity. Provide weighing and batching equipment capable of

weighing, in a single weighing, the quantity of each material required

to complete the final batch unless the plant is equipped to weigh the

materials using one of the following methods:

a. A device that automatically cycles to provide the required number

of increments; or


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b. An automatic recording device that provides a permanent record of

the quantity of cement, aggregate, and water measured in each

batch.

4. Ticketing System and Weekly Summary. Provide a

computer-generated ticket with the following information for each

batch:

a. Name of concrete producer;

b. Plant designation where batched;

c. Ticket serial number;

d. Truck number or designation;

e. Name of Contractor;

f. Michigan Department of Transporation (MDOT) job number;

g. MDOT grade of concrete;

h. Cubic yards of concrete;

i. Delivery date;

j. Batch loading time;

k. Maximum allowable on-site addition of water;

l. Extra water added on site; and

m. Contractor’s signature or initials.

Provide a space on each ticket for the Engineer to sign. If producing

concrete for more than one contract, the concrete producer must

include a signed certification statement on each delivery ticket stating

that all concrete materials have been tested and approved or certified

as meeting Department specifications.

If producing concrete at a dedicated batch plant for only one paving

contract, the Department does not require the Engineer’s signature or

the concrete batch plant’s certification statement on each delivery

ticket. The Department requires one signature for the daily production

accompanied by the concrete batch plant’s daily summary of concrete

production.

Provide an automated printout of target and actual batch weights with

each delivery ticket. If target and actual batch weight information is

computer generated on a separate document, include the serial

number of the corresponding delivery ticket or other means of cross

reference. Attach the automated printout of target and actual batch


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weights to the corresponding delivery ticket. Collect tickets

accompanying loads of concrete and provide them to the Engineer.

Provide a sequentially numbered weekly certification report

summarizing daily batching operations with shipments identified by

contract to the MDOT region materials staff for contracts in their

respective region.

B. Non-Certified Batching Plants. Provide automatic cement and

aggregate batchers.

1. Weighing and Batching Equipment. Provide weighing and batching

equipment capable of weighing, in a single measurement, the quantity

of each material required to produce proportioned concrete unless the

plant is equipped to weigh materials using one of the following

methods:

a. A device that automatically cycles to provide the required number

of increments for a batch; or

b. A Department-approved automatic recording device that shows the

number of increments placed in each batch.

With either method, make batch increments of equal size unless the

weighing equipment automatically meets the requirements specified in

subsection 1001.03.A.3 for varying batch sizes.

Weigh cement and aggregates on separate scales in separate weigh

hoppers except in plants equipped to weigh cement cumulatively with

aggregates. In plants equipped to weigh cement cumulatively with

aggregates, first weigh cement in an enclosed compartment of a

single weigh hopper. If weighing cement cumulatively with aggregates,

conform to the batching tolerances specified in subsection

1001.03.A.2.

Provide cement and aggregate in accordance with subsection

1001.03.A.2, except provide cement within 1% of the cement batch

weight. Provide aggregates within 1% of the final cumulative weights,

or 94 pounds, whichever is less.

2. Bins and Hoppers. Provide the following:

a. Equipment to load aggregate bins capable of transporting and

discharging the aggregate into the bins without spilling into other

stockpiles, bins, or compartments;

b. Weathertight bins for each cementitious material;

c. Weighing hoppers of a size and shape capable of holding the

material without leaking, supported entirely on the scales;


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d. Hoppers and appurtenances designed and constructed to prevent

loss of material during weighing and discharge; and

e. Protection for the material against loss or damage while

transferring from the weigh hoppers to the mixer.

3. Scales. Enlist the services of a Michigan Registered Service Agency

to certify the calibration and working order of the weighing system.

Display current inspection reports certifying that scales and volumetric

batching devices meet the required tolerance at each plant facility.

Send current copies of the inspection reports to the Engineer prior to

production and thereafter at intervals no longer than 6 months.

4. Automatic Controls. Provide automatic controls for batching

equipment with individual starting mechanisms for each material or a

single starting mechanism that when actuated, controls all functions of

the weighing and metering operations for the materials. For each

material weighed, ensure placement of the required weight in the

weigh hopper and that the scale indicator balances within the required

tolerances for at least 1 second before continuing succeeding

operations.

Equip the automatic control for each batching scale system with a

device for stopping the automatic cycle in the underweight and

overweight check positions for each material.

Electrically operate and interlock automatic batchers to provide the

following controls for each material weighed:

a. Interlock the hopper inlet mechanism to prevent opening if the

discharge gate is open; and

b. Interlock the hopper discharge mechanism to prevent the

following:

Opening while filling the hopper;

Opening before the full batch is in the hopper and the scale is

balanced;

Opening if the batch in the hopper is overweight or

underweight by more than the required tolerances; and

Closing, locking, and starting the next batch before emptying

the hopper to less than 1% of the batch weight for the scale.

Do not allow the sensing mechanism of the automatic control system

to exert a force on the scale-weighing mechanism or indicating

mechanism that is within the weighing range of the indicator.


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Equip each dial-scale system with a removable dial puller that

inspectors can attach to the dial lever system to check the automatic

control system settings by moving the dial smoothly and slowly

through its range.

Provide weighing systems equipped with load cells and a device

capable of simulating load conditions to enable verification of

proportioning setpoints and interlocking tolerances for each material.

Equip the device with ranges or adjustments to enable a display of

each consecutive value of digital indication, held for the time

necessary for inspection.

Ensure that the plant operator completes the automatic control system

checkout procedure periodically, as requested by the Engineer.

5. Dispensers and Controls for Liquid Admixtures. Provide

dispensers capable of measuring the admixture volumetrically. Ensure

that batching controls are clearly visible to allow the operator to

monitor the accuracy of the admixture delivery. Start the admixture

dispenser system using the single starting mechanism for the entire

batching system or for one of the primary materials. Introduce the

admixture into the sand, the water line, or directly into the mixing

drum.

Use a separate dispenser for each admixture. If using more than one

admixture, avoid intermixing admixtures before introduction into the

batch by dispensing admixtures as follows:

a. Dispense into different portions of the sand in the weigh hopper;

b. Dispense into different locations in the water line;

c. Use separate outlets into the sand, the water line, and the mixer

drum; or

d. Cycle through a common outlet to dispense only one admixture at

a time.

Provide a dispenser piping system free of leaks with valves to prevent

backflow and siphoning.

Provide a dispenser system for admixtures capable of measuring and

dispensing the quantity required for each batch. Include a device on

the dispensing system showing the flow of admixture or showing

whether the admixture is in the dispenser.

Provide a dispensing device with an accuracy within 3% of the

required material volume batched or within 1.0 fluid ounce, whichever


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is greater. Equip the plant with the calibrated devices to check the

dispensed volume to the required accuracy.

Provide batching controls that start the batching operation and stop

the flow automatically when the required volume is measured. Ensure

that controls show when the batching operation is complete.

Interlock the admixture dispenser system with the batching operations

to ensure that the dispenser resets to start before charging. Interlock

the dispenser to ensure that it does not start the admixture discharge

unless the controls are cleared of the previous batch with the

volumetric devices resetting to start or signaling empty.

6. Water Measuring Equipment. Measure water by volume or weight.

If directed by the Engineer, demonstrate the accuracy of

water-measuring equipment. Ensure that the water system discharges

the required water into the mixer drum during the first one-third of the

required mixing time and stops the flow automatically after discharging

the required quantity of water. Provide an indicator to show the

quantity of water used in each batch.

7. Mixers. Provide mixers meeting the requirements of this subsection.

Ensure that mixers combine the aggregates, cementitious materials,

water, and admixtures and discharge the mixture without segregation.

Provide central batch type mixers with a timing device that

automatically locks the discharge mechanism during mixing and

releases at the end of the mixing period. Provide a mixer capable of

mixing the entire volume of batched material in one operation.

Provide revolving drum truck mixers in good condition. Ensure that

mix materials, including water, do not leak or spill from the time of

charging until discharged. Equip the mixer with a functioning

revolution counter to indicate the number of revolutions of the drum.

Use truck mixers capable of removing wash water collected in the

mixer drum.

Ensure that mixers have an attached metal plate showing the

following information:

a. Serial number;

b. Maximum mixing capacity in volume of mixed concrete;

c. Mixing speed of the drum; and

d. The maximum agitating capacity in volume of mixed concrete or

on the truck mixers and agitators, the agitating speed of the drum

or blades.


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8. Concrete Hauling Units. Provide hauling units capable of delivering

concrete in a non-segregated condition. Maintain equipment in good

condition. Ensure that mix materials, including water, do not leak or

spill from the time of loading until discharged.

9. Continuous Batching and Mixing. Provide continuous batching and

mixing equipment meeting the requirements of ASTM C685/C685M.

Use only continuous batching and mixing equipment for proportioning

latex modified concrete (LMC) or prepackaged hydraulic fast set

patching mixtures.

10. Inspector Facilities. Provide space for the inspector to observe

batching operations, and when requested by the Engineer, provide

desk space in commercial plants for the inspector’s use.

If the contract requires determining the water-to-cementitious-material

ratio, provide sample-drying equipment, work, and storage areas for

performing moisture tests and storing equipment.

C. Waiver of NRMCA Certification and/or Automation Requirements. If

no fully automated certified facility is located within 25 miles of the project,

the Engineer may waive certification, automation requirements, or both.

1. Waiver of Certification. The Engineer may allow the use of

non-certified automated plants if no fully automated certified facility is

located within 25 miles of the project. Provide an automated plant that

meets the requirements of subsection 1001.03.B.

2. Waiver of Automation and Certification. The Engineer may allow

the use of non-certified, manual plants if no automated plant with a

batching system meeting the requirements of subsection 1001.03.B is

located within 25 miles of the project.

If no automatic plant is located within 25 miles of the project, the

Engineer will not require the following devices specified in subsection

1001.03.B:

a. Automatic incremental batch cycling devices;

b. Interlocking devices for cement and aggregate;

c. Electrical tolerance indicator devices; and

d. Automatic dispensers for admixtures.

D. Providing and Handling Materials

1. Aggregates. Provide, stockpile, and handle aggregates to minimize

segregation. Place each aggregate source and type in a separate bin

or stockpile. Do not intermix aggregate sources. Provide firm, level


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ground for stockpiles and clean the area of deleterious material before

importing aggregates. Do not use the bottom 12 inches of the

stockpile if the stockpile areas are not paved. Do not use lumps of

frozen aggregate. Use appropriate equipment and stockpile

management procedures to ensure that the aggregates are

maintained within specifications.

Maintain a uniform aggregate moisture content, with no evidence of

surplus water, during each day of concrete production. Keep

stockpiles of highly absorptive aggregates at a uniform and

well-saturated condition using the methods specified in the

Department-approved Contractor QC plan for concrete.

Store aggregates for Department work in piles or bins separate from

aggregates for other work. If the aggregate consists of a blend of at

least two gradations, stockpile each gradation separately.

2. Cementitious Material. Store cementitious material provided in bulk

form in separate weatherproof bins. Do not use wet or contaminated

material.

Before refilling bins with new material of a different type or source,

empty bins to a quantity less than the quantity necessary for two

concrete batches.

Changes in cementitious material sources require a new mix design

and accompanying job mix formula (JMF).

If requested by the Engineer, provide a copy of the shipment notice

showing the quantity of each cementitious material for each shipment

and certification that the material meets Department specifications.

3. Chemical Admixtures. Handle, store, and protect chemical

admixtures in accordance with the manufacturer’s recommendations.

E. Mixing Concrete

1. General. Produce and deliver ready-mixed concrete as central-mixed

or truck-mixed concrete. The Department considers central-mixed

concrete completely mixed in a central mixer and transported to the

project in a truck agitator, truck mixer, or Department-approved

non-agitating equipment. The Department considers truck-mixed

concrete completely mixed at the plant site in a truck mixer with a

functioning revolution counter.

Provide communication service from the project to the batching plant

and make the service available to the Engineer during concreting

operations.


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Empty the mixer drum completely after each batch and before

recharging. Do not exceed the capacity of the mixer shown on the

metal plate attached to the mixer. For agitating units and truck mixers

used to transport central-mixed concrete, do not exceed the

manufacturer’s recommended batch size for the maximum agitating

capacity of the equipment.

2. Batch Mixing. Rotate the drum or blades at the speeds

recommended by the manufacturer and shown on the metal plate

attached to the mixer. Measure mixing time from the time all

cementitious materials and aggregates are in the mixer until the start

of concrete discharge. For multi-compartment mixers, the mixing time

includes the transfer time between drums. Charge the ingredients into

the mixer so some water enters before the cementitious materials and

aggregate and all the water enters the drum before one-third of the

required mixing time elapses.

a. Central Mixed Concrete. Mix each batch of central mixed

concrete for 45 seconds for turbine mixers and 60 seconds for

revolving drum and pugmill mixers. For revolving drum and pugmill

mixers with a capacity of 1 cubic yard or less, mix for at least

90 seconds.

b. Truck Mixed Concrete. Mix each batch of truck mixed concrete

for more than 70 revolutions at mixing speed.

3. Elapsed Time. Do not exceed the time limits specified in Table 1001-1

from the time of charging the mixer to complete concrete discharge.

Table 1001-1: Time Between Charging Mixer and Placing Concrete

Type of Unit

Concrete Temperature (ASTM C1064/C1064M)

<65°F 65–85°F >85°F

Time Between Charging Mixer and Placing Concrete (minutes)

Open-top trucks(a) 60 45 30

Open-top agitating units(a) 60 60 30

Closed-top agitating units and truck mixers 90 60 45

Truck mixers and closed-top agitating units with concrete-containing retarding admixture(b)

120 90 70

(a) Not allowed for structural concrete.

(b) Superstructure concrete must meet the time limits for closed-top agitating units and truck mixers.


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Charging begins when the cementitious materials contact the mixing

water or damp aggregates.

For agitating units and truck mixers, if the time from charging the

mixer to complete discharge may exceed 30 minutes, agitate the

concrete continuously.

4. Additional Water at Placement Site. The QC Administrator may add

water to concrete transported in truck mixers or agitators once prior to

discharge or placement. The one-time addition of water is permitted to

consist of one or more increments only if needed for the concrete to

achieve the slump specified in the approved mix design and the batch

in the truck mixer or agitator does not exceed the rated mixing

capacity. Add the final increment of water to achieve the slump

specified no later than 15 minutes after the first water addition. Do not

add more water than specified in the Department-approved concrete

mix design, based on the maximum water content, as defined on the

approved JMF, and maximum water-to-cementitious-material ratio.

After adding water, provide at least 30 revolutions of the truck mixer

drum at mixing speed before discharging concrete. Complete

additional mixing at the project within the maximum time specified in

subsection 1001.03.E.3. Document water added after batching and

the resulting water-to-cementitious-material ratio. Provide the

information to the Engineer daily. Do not add water to the concrete

during or after discharge or placement. Do not add water for the

purpose of retempering the concrete. Do not add water in truck chutes

or pump or slipform hoppers beyond the minimum necessary to wet

the surfaces for lubrication.

5. Concrete Temperature Requirements. Produce concrete that will

ensure that at the time of concrete placement, the concrete

temperature will be from 45°F to 90°F.

If heating concrete constituents, heat the water, the aggregates, or

both to meet the minimum required placement temperature. Do not

heat aggregates to more than 150°F. Do not exceed a plastic concrete

temperature of 80°F except if placing concrete in insulated forms. Do

not exceed a plastic concrete temperature of 70°F if placing concrete

in insulated forms. Mix the water with the aggregates before adding

the cementitious materials.

Use aggregates free of ice and frozen lumps at time of batching. Heat

aggregates in stockpiles or bins using steam or hot water coils or live

steam or by indirect hot air. Do not use direct flame to heat coarse

aggregate. During batching operations, compensate for accumulated


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condensation from heating to maintain the slump within the required

limits

1001.04. Measurement and Payment

The cost of providing PCC pavement and structural mixtures is included in

unit prices for related pay items.

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Section 1002. Contractor Quality Control for Concrete


This work consists of providing and maintaining an effective concrete QC plan

for all concrete production and placement on the project.

The Engineer will not sample or test for QC or assist in controlling the

Contractor’s production operations.

1002.02. Materials

None specified.

1002.03. General Requirements.

A. Standard Reference Procedures. The following ASTM test methods

apply to the Department’s established procedures for sampling and

testing:

1. ASTM C31/C31M – Standard Practice for Making and Curing

Concrete Test Specimens in the Field

2. ASTM C39/C39M – Standard Test Method for Compressive Strength

of Cylindrical Concrete Specimens

3. ASTM C78/C78M – Standard Test Method for Flexural Strength of

Concrete (Using Simple Beam with Third-Point Loading)

4. ASTM C138/C138M – Standard Test Method for Density (Unit

Weight), Yield, and Air Content (Gravimetric) of Concrete

5. ASTM C143/C143M – Standard Test Method for Slump of

Hydraulic-Cement Concrete

6. ASTM C172/C172M – Standard Practice for Sampling Freshly Mixed

Concrete

7. ASTM C173/C173M – Standard Test Method for Air Content of Freshly

Mixed Concrete by the Volumetric Method

8. ASTM C231/C231M – Standard Test Method for Air Content of Freshly

Mixed Concrete by the Pressure Method

9. ASTM C293/C293M – Standard Test Method for Flexural Strength of

Concrete (Using Simple Beam with Center-Point Loading)

10. ASTM C1064/C1064M – Standard Test Method for Temperature of

Freshly Mixed Hydraulic-Cement Concrete


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B. Quality Control Elements. Prepare, implement, and maintain a QC plan

for concrete, specific to the project, that will provide quality oversight for

production, testing, and control of construction processes. The QC plan

must be in conformance with the contract and must identify all procedures

used to control production and placement including when to initiate

corrective action to maintain the quality and uniformity of the work.

Submit the QC plan to the Engineer for review a minimum of 14 days

before the start of related work. The Engineer will notify the Contractor of

any objections relative to the content of the QC plan within 7 days of

receipt of the QC plan. Do not begin concrete placement before approval

of the QC plan by the Engineer. If the approved QC plan fails to provide

acceptable work, or acceptable control of the work, the Engineer may

require the Contractor to revise the QC plan. Revisions to the QC plan

must be approved by the Engineer prior to resuming work.

If the local average minimum temperature is forecast to be below 40°F for

10 consecutive days, submit a revised QC plan, for the Engineer’s

approval, addressing in detail changes in materials, concrete batching

and mixing processes, construction methods, curing, and protection of the

in situ concrete to ensure that the necessary quality characteristics of the

hardened concrete product will not be compromised as a result of the cold

weather. The revised QC plan must be approved by the Engineer prior to

cold weather concrete placement. Do not remove supplementary

cementitious material from the concrete mixture.

Project-specific items required in the QC plan include, but are not limited

to, the following:

1. Organizational chart;

2. QC Administrator and contact information;

3. The name(s), credentials, and contact information of the on-site QC

staff responsible for QC testing and QC plan enforcement;

4. Methods for interaction between production and QC personnel to

implement timely corrective action including suspension of work;

5. Coordination of activities;

6. Documentation, procedures, and submittals;

7. Project and plant specifics;

8. Certifications for concrete production facilities;

9. Current testing equipment calibration documentation, including

calibration factor;


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10. Sampling, testing, and initial curing facilities for QC and quality

assurance (QA) strength test specimens;

11. Stockpile management plan;

12. Corrective action plan;

13. Mixing time and transportation, including time from batching to

completion of delivery and batch placement rate (batches per hour),

along with the manufacturer’s documentation relative to the batching

equipment’s capabilities in maximum mixing capacity and minimum

mixing time;

14. Placement and consolidation methods including monitoring of

vibration, depth checks, and verification of pavement dowel bar

alignment;

15. Process for monitoring stability of air content of fresh concrete during

concrete production and placement;

16. Hot and cold weather protection considerations and methods;

17. Control charts with action and suspension limits;

18. Verification for non-deleterious alkali-silica reactivity (ASR), as

specified in the contract;

19. Mix design, JMFs, and supporting documentation;

20. Proposed production lot size and location for use of each JMF on the

project;

21. Frequency of sampling, testing, and yield verification;

22. Handling, protection, initial curing, and transporting of strength test

specimens;

23. Methods to monitor construction equipment loading and open-to-traffic

strengths;

24. Finishing and curing procedure;

25. Ride QC; and

26. List of QC records to be submitted to the Engineer in accordance with

subsection 1002.03.C.

C. QC Records. Maintain complete records of all QC tests and inspections.

Document the action that was taken to correct deficiencies. Include


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sufficient information to allow the test results to be correlated with the

items of work represented.

Furnish one copy of all QC records, including test reports, to the Engineer

within 24 hours after the date covered by the records in a format

acceptable to the Engineer.

If the Engineer is performing QA sampling and testing at the same time

the Contractor is performing QC sampling and testing, all associated QC

records must include the appropriate production lot identification number

that correlates with the Department’s QA production lot identification

number.

D. Personnel Requirements. Individuals performing QC tests must

demonstrate that they are proficient and capable of sampling and testing

concrete or aggregate in accordance with the associated test procedures

and Department requirements prior to the beginning of related work. Any

JMF adjustments must be made by a Michigan Concrete Association

(MCA) certified Michigan Concrete Technician Level II.

The QC Administrator must have full authority and responsibility to take all

actions necessary for the successful implementation of the QC plan,

including but not limited to, the following:

1. Monitoring and using QC tests, control charts, and other QC practices

to ensure that delivered materials and proportioning meet specification

requirements;

2. Monitoring materials shipped to the project, prior to their use, to

ensure their continued compatibility toward producing consistent

quality;

3. Periodically inspecting all equipment utilized in transporting,

proportioning, mixing, placing, consolidating, finishing, and curing to

ensure proper operation;

4. Monitoring stockpile management, concrete batching, mixing,

transporting, placement, consolidation, finishing, and curing to ensure

conformance with specification requirements;

5. Maintaining and submitting all QC records and reports;

6. Directing the necessary corrective action to ensure continual

conformance within the QC action limits;

7. Suspending production for the project when suspension limits are

exceeded; and

8. Conducting or monitoring adjustments to the JMF.


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E. QC Laboratory Requirements. Laboratories, including field laboratories

and all associated testing equipment that prepare concrete mixes or

perform QC testing, must demonstrate to the Engineer that they are

equipped, staffed, calibrated, and managed to be capable of batching and

testing concrete in accordance with the applicable test methods and

procedures. Mix designs and their accompanying JMFs must include a

statement signed by an MCA-certified Michigan Concrete Technician

Level II that all applicable standard test methods have been followed in

verifying the mix design and JMF.

F. QC Sampling and Testing. Do not continue production of nonconforming

work. Perform sampling, testing, and initial curing according to

ASTM C31/C31M.

1. Provide the Engineer a minimum of 24 hours of notification prior to

each concrete placement.

2. Conduct startup sampling and testing of concrete for temperature,

slump, density (unit weight), and air content on the first load. Do not

place concrete until testing verifies that the fresh concrete properties

have not exceeded the QC action and suspension limit thresholds

specified in Table 1002-1. Continue testing subsequent loads as

described in the QC plan for each grade of concrete delivered to the

work site each day. The QC sampling and testing must be

independent from the Department’s QA sampling and testing.

Table 1002-1: QC Action and Suspension Limits

Quality Characteristic Action Limits Suspension Limits

Air content (a) <5.0% or >9.0%

Air content change (a) >1.5%(b)

Conc. temp. As defined in the Contractor’s QC plan(c)

<45F or >90F at time of placement

Slump (max.) (inch) See Table 1004-1, notes (c) through (n)

Density (unit weight) N/A

Aggregate gradation Refer to procedure for Optimized Aggregate Gradation in the contract.

(a) Action limits for air content must be defined in the Contractor’s QC plan and cannot be <5.5% or >8.5%.

(b) Suspend work if the air content of fresh concrete after adjusting for the change through a pump exceeds the suspension limits after the pump or paver, regardless of the air content change.

(c) Concrete exceeding the maximum specified limit for slump and temperature requirements must be rejected regardless of the total mixing time at the time of arrival to the project.


10-20

3. Prior to initial concrete placement, the testing personnel for both the

Engineer’s QA and Contractor’s QC will conduct side-by-side

correlation testing of the same concrete sample to verify correlation of

both the Department’s and the Contractor’s test results for air content

of fresh concrete. A sample is considered a representative quantity of

concrete taken during production which is used to measure the quality

characteristics for the concrete. Additional side-by-side correlation

testing will be conducted whenever there is a change in QC’s or QA’s

equipment or testing personnel for the project, or if the Engineer

determines that there is a significant difference between the QC and

QA test results.

If the air content results of the side-by-side tests conducted by the QC

and QA testers and equipment differ by more than 0.8% air by volume

of concrete, a referee air content test must be conducted by a third

party, designated by the Engineer but independent of the project,

before the beginning or continuation of concrete placement in order to

resolve issues associated with non-correlation.

4. Provide the curing facilities in accordance with subsection 1003.03.G

prior to start of concrete production.

5. Perform QC sampling and testing for air content change of fresh

concrete that is either slip formed or pumped as described in the QC

plan. Sample and test a representative haul unit of concrete

immediately after its discharge but before the slipform paver or pump

hopper. Sample and test the concrete representing the same haul unit,

again, after the slipform paver or after discharge from the pump

(without interruption or alteration of the pumping operation).

If the difference in measured air content between the two test

locations for the same concrete is greater than 1.5% air by volume of

concrete, suspend operations and administer corrective action.

Resume concrete placement only after taking the necessary corrective

action to reduce the change in air content of fresh concrete between

the two test locations, as approved by the Engineer.

If corrective action is required, document the corrective action(s) in the

QC records and make the necessary adjustments in the QC plan. The

Engineer may require the Contractor to administer additional QC

sampling and testing if the Engineer determines that the Contractor’s

current QC sampling and testing methodology is shown to be

insufficient to ensure continual control of the quality of the concrete.

6. Take the appropriate corrective action, as described in the QC plan,

when QC testing shows that the QC action limits for any quality

characteristic have been exceeded. Suspend production if any of the


10-21

QC suspension limits have been exceeded or if the corrective action is

not sufficient to restore the quality to acceptable levels.

7. Resume production only after making all necessary adjustments to

bring the mixture into conformance with all applicable specifications

and receiving approval to resume work from the Engineer. Document

the adjustments in the QC records.

G. Work Progress Specimens. Ensure that the strength of pavement and

structure concrete meet the requirements of subsection 104.11.B for

opening to construction traffic or vehicular traffic, removing shoring or

forms, or conducting similar operations. Determine concrete strength by

making a series of test cylinders or beams. Cure the specimens in the

same manner as the pavements or structures they represent. Allow the

Engineer to witness the testing of the work progress cylinder or beam

specimens and non-destructive testing, including calibration tests. Work

progress samples are defined as an average of two specimens. Adjust

operations as necessary to conform to the specified concrete strength

requirements.

The maturity method may be used at no additional cost to the Department

after submitting a plan to the Engineer for approval to estimate the

in-place flexural strength and determine compliance with opening-to-traffic

requirements. Establish the necessary preliminary flexural strength versus

time-temperature factor correlations using the same materials and JMF as

the project and in accordance with Department procedures.

H. Reduced QC for Small Incidental Quantities. Reduced levels of on-site

QC testing for concrete may be considered for small incidental quantities.

Unless approved by the Engineer, multiple small incidental quantities,

including ones that are placed consecutively throughout the project on the

same day, are not eligible for reduced QC consideration if the total plan

quantity of concrete for the item exceeds 100 cubic yards.

Include details for reduced QC testing and oversight in the approved QC

plan in accordance with following:

1. The small incidental quantity of concrete will be limited to a single

day’s concrete placement of a maximum 20 cubic yards;

2. The small incidental quantity of concrete is not an integral part of a

structural load-bearing element;

3. The Engineer has received written certification from the Contractor

that the concrete supplier has a current QC plan in place and available

for review upon request by the Engineer;


10-22

4. The concrete supplier employs an MCA-certified Michigan Concrete

Technician Level II available at the plant or on call during concrete

placement to validate and authorize modifications to the concrete

JMF;

5. Prior to the first concreting operation, concrete representing the JMF

for the small incidental quantity has been sampled and tested by an

MCA-certified Michigan Concrete Technician Level I or Level II to

verify that, historically, the JMF produced a concrete mixture meeting

the minimum requirements for density (unit weight), slump, air content,

and strength. Annual verification may be acceptable provided there

are no changes to the material types or sources, including the

cementitious materials and admixtures;

6. The Engineer verifies that the temperature, slump, and air content

conform to specification requirements at the start of the day’s

concreting operation associated with the small incidental quantity; and

7. The Engineer is notified a minimum of 24 hours prior to concrete

placement.


All costs associated with this work are included in the unit prices for the

relevant concrete items. The Department will not pay separately for providing

and maintaining an effective QC program.

10-23

Section 1003. Quality Assurance (Acceptance) for Concrete


Unless otherwise specified, all concrete provided and placed on the project is

covered by the Department’s concrete QA program. The Engineer will sample

and test concrete for acceptance as part of its QA procedures in accordance

with this section.

1003.02. Materials

None specified.


A. Department QA Plan Considerations. The Engineer is responsible for

administering the quality-based acceptance and will institute any actions

necessary toward its successful implementation. The Engineer will not

accept concrete at a reduced price as an alternative to the Contractor’s

making adjustments to bring work into conformance.

The nominal QA strength test specimen size must be noted in the QA

plan.

The Engineer will develop and follow a QA plan. The Engineer will provide

the QA plan to the QC Administrator a minimum of 7 days prior to the

pre-production meeting. The QA plan will be reviewed at the

pre-production meeting, and any proposed changes will be documented.

B. Personnel Requirements. Sampling for concrete will be performed by an

MCA-certified Michigan Concrete Technician Level I or Level II. Aggregate

sampling for concrete will be performed by an MCA-certified Aggregate

Technician Level II.

C. Contractor Provided Mixtures. Provide mix design and accompanying

JMFs using the methods of verification in this subsection. Include

sufficient information on constituent materials, admixtures, optimized

aggregate gradation analysis when required, trial batch verified physical

properties of the fresh concrete, mix proportions per cubic yard, and

compressive strength test results necessary to allow the Engineer to fully

evaluate the expected performance of the concrete mixture. Follow

ACI Standard 211.1 for all mix designs.

1. Mixture Documentation. Prepare mix designs for each grade of

concrete required on the project. Submit JMF for each mix design and

all required documentation to the Engineer for review 14 days before

the anticipated date of placement. The Engineer will notify the


10-24

Contractor of any objections within 7 days of receiving the mix

documentation.

Identify each JMF and reference all accompanying documentation to

this identification. Reference each JMF to the appropriate method of

verification. Mix design and JMF submittals that do not include all

required documentation are incomplete, and the Engineer will return

them without review.

Mix documentation is valid for 2 years provided the material

characteristics have not deviated beyond the requirements specified in

the contract.

All mix designs and accompanying JMFs must be traceable to a

laboratory meeting the requirements of subsection 1002.03.E.

Submit mix design and JMF on MDOT Form 1976, JMF Concrete

Field Communicator, including project-specific or historical laboratory

test data. Include the recorded air content of fresh concrete using the

same admixture and cementitious material sources to be used in the

production of the concrete for the project. A JMF will be approved only

if all of the minimum mix design requirements specified in the contract

have been met.

2. Job Mix Formula (JMF). Select proportions for concrete mixtures

according to ACI Standard 211.1. The volume (oven-dry-rodded) of

coarse aggregate per unit volume of concrete must be 65%, minimum.

For concrete mixtures using optimized aggregate gradation, the above

specified volume of coarse aggregate per unit volume of concrete

includes the intermediate aggregate. Provide the necessary ASR

documentation per Department requirements.

The following four methods of verification of proposed JMF are

acceptable.

a. Method 1 – Trial Batches. Trial batch verification of JMF requires

using the same materials and proportions in the trial batches as

proposed for the project mix designs. Prepare at least one trial

batch for each mix design in sufficient time before starting

concrete placement to allow for review according to subsection

1003.03.C.1.

Provide the results of temperature, slump, density (unit weight), air

content of fresh concrete, 28-day compressive strength, and age

of concrete at the time of strength testing, for a minimum of three

independent samples. All samples may be taken from a single trial

batch for a mix design provided the trial batch is at least 4 cubic

yards.


10-25

For JMF trial batch verification purposes only, 7-day compressive

strength test results that report at least 70% of the specified

28-day lower specification limit are sufficient documentation

instead of 28-day compressive strengths. The average of at least

two strength test specimens represent one compressive strength

sample test result for each independent sample.

b. Method 2 – Same Mixture. Verification of JMF is based on the

concrete producer’s experience with the same mix design, JMF,

and the same materials.

Provide the results of temperature, slump, density (unit weight), air

content of fresh concrete, 28-day compressive strength, and age

of concrete at the time of strength testing, for a minimum of three

independent samples. The average of at least two strength test

specimens represents one compressive strength sample test

result for each independent sample.

Do not substitute material types or sources, including admixtures

or cementitious materials, or change mix proportions in the JMF.

c. Method 3 – Similar Mixture. Verification of JMF is based on the

requirements described in Method 2. Substitution of coarse and

intermediate aggregate sources is permitted if the new source is of

the same geologic type as the original aggregates and conforms to

the specification requirements for the application. Substitution of

fine aggregate is permitted only if the new source has been tested

for ASR.

Provide the supporting laboratory trial batch documentation and

accompanying calculations showing how the mix proportions in the

JMF were adjusted, based on the documented differences in

relative density (specific gravity), bulk density (unit weight), and

absorption of the substituted aggregate sources, to produce a

theoretical yield of 100% and the required fresh concrete

properties.

d. Method 4 – Annual Verification. At the Engineer’s discretion,

verification may be accepted annually for a concrete producer

rather than on a project basis, provided the sources and

proportions of the constituent materials, including cementitious

materials, source, and types of admixtures, do not change.

If the project is the continuation of work in progress during the

previous construction season and written certification is submitted

to the Engineer that materials from the same source and with the

same mixture properties are to be used, the Engineer may waive


10-26

the requirement for annual renewal verification of the JMF for the

project.

D. Department Provided Mixtures. Unless otherwise specified in the

contract or approved by the Engineer, the Engineer will provide the

concrete JMF for the following types of concrete regardless of the total

quantity for the project:

1. Structural concrete patching mixtures, mortar, and grout;

2. Bridge deck overlay concrete mixtures; and

3. Project-specific concrete mixtures and grades not defined in

Table 1004-1.

Provide the necessary ASR documentation per Department requirements.

E. Changes in Materials and Properties. Any change from one approved

JMF to another for the same grade of concrete must have prior approval

by the Engineer.

Prior to batching, verify that the proposed JMF changes will not affect the

properties of the fresh concrete (slump, temperature, air content, density

[unit weight], workability) or result in deleterious mortar bar expansion as

a result of ASR per Department requirements.

Resubmitting the mix design and its accompanying JMF is not required

when adjusting the aggregate mix proportions included in the approved

JMF in order to maintain optimization of the aggregate gradation in

accordance with the contract.

Record all changes to JMF in the QC records along with the rationale for

the change.

F. QA Laboratory Requirements. The testing laboratory with responsibility

for acceptance testing on the project is the MDOT Region’s testing

laboratory or a qualified facility under the authority of the Engineer.

G. Initial Curing Facilities. The Contractor will provide curing facilities

equipped to ensure the proper environment for the Department’s QA

concrete strength test specimens during initial cure. Each initial cure

facility must provide ventilation or insulation, as directed by the Engineer,

to ensure that the ambient temperature surrounding the specimens is

maintained according to ASTM C31/C31M. Each initial curing facility must

be capable of being locked using a Department-provided padlock. The

Contractor must ensure that all initial curing facilities are accounted for at

all times and protected against theft and damage. The Contractor must

place and secure each initial cure facility throughout the project limits to


10-27

minimize excessive transport of the test specimens prior to initial cure, as

follows:

1. Immediately after finishing molded specimens, the Engineer will move

the QA concrete strength test specimens to the closest initial cure

facility.

2. Immediately after all QA concrete strength test specimens are placed

into the cure facility and the proper initial curing conditions have been

established, the Engineer will secure the facility using the

Department-provided padlock. Access to the QA concrete strength test

specimens thereafter must be coordinated with the Engineer and is

only permitted in the presence of the Engineer.

3. The Engineer will transport the QA concrete strength test specimens

as described in the QA plan within 48 hours after molding, but not prior

to 8 hours after final set of the concrete, from the initial curing facility

to the Department’s designated testing laboratory for final curing and

strength testing. The specimens will be protected with a suitable

cushioning material to prevent damage from jarring during transport.

The total transportation time must not exceed 4 hours prior to

commencement of final curing.

H. QA Sampling and Testing. The Engineer will verify the Contractor’s daily

startup sampling and testing of temperature, slump, and air content of

fresh concrete on the first load; conduct QA sampling and testing; monitor

Contractor adherence to the QC plan; and inspect field-placed materials

in a manner that ensures that all concrete for the project is represented.

The testing correlation requirements of subsection 1002.03.F.3 must be

met prior to concrete placement.

Samples for acceptance will be taken at the point of discharge from the

haul unit at approximately the middle one-third of the load. Mix

adjustments to the concrete contained within the haul unit selected for QA

sampling and testing (beyond normal QC) are not permitted prior to QA

sampling and testing. QA sampling will take place without prior

notification.

The Engineer will perform QA sampling and testing for air content change

of fresh concrete that is either slip formed or pumped at least once during

each day of production. The Engineer will sample concrete from a

representative haul unit immediately after its discharge but before the

slipform paver or pump hopper. The Engineer will sample and test the

concrete representing the same haul unit after the slipform paver or after

discharge from the pump without interruption or alteration of the pumping

operation.


10-28

The Engineer may perform additional testing on concrete that is pumped

whenever the pump is relocated or whenever there is a significant change

in the boom configuration or operation of the concrete pump. The

Engineer may perform additional testing whenever there are significant

changes in the paving operation.

The location(s) within the project limits for QA testing of the fresh concrete

and placement of curing facilities for initial curing of the 28-day

compressive strength QA test cylinders will be determined by the

Engineer in conformance with the following criteria:

1. The time between obtaining the first and final portions of the

composite sample must not exceed 15 minutes;

2. Testing for slump, temperature, and air content of fresh concrete must

begin within 5 minutes after obtaining the final portion of the

composite sample;

3. Molding of the 28-day compressive strength QA test cylinders must

begin within 15 minutes after obtaining the final portion of the

composite sample; and

4. The concrete sample must be protected from the sun, wind, and other

sources of rapid evaporation and from contamination.

I. QA Records. The Engineer will maintain a complete record of all QA tests

and inspections. The records will contain signed originals of all QA test

results and raw data, random numbers when used, and resulting

calculations. The QA test results will be submitted to the Contractor

24 hours after the Engineer receives the QC results.

J. Small Incidental Quantities. At the discretion of the Engineer, daily

28-day compressive strength QA test cylinders for small incidental

quantities of concrete may not be required provided QA test cylinders

representing the same JMF were sampled and molded at least once

during the same week. Follow small incidental quantity requirements per

subsection 1002.03.H.

K. Lot Size and Makeup. Lot size and makeup will be determined by the

Engineer based on site conditions. A production lot may consist of a single

day’s production, individual concrete structural elements, or a combination

provided they are of the same JMF. A production lot will not include more

than one grade of concrete, concrete of the same grade that has different

specified slump or air content, or concrete of the same grade that has

different mix designs or JMFs. Consecutively placed concrete mixes

where the aggregate proportions were adjusted to maintain an optimized

gradation may be included in the same production lot provided they are

the same grade and same JMF.


10-29

Each production lot will be divided into sublots of approximately equal

size, as determined by the Engineer. The minimum number of sublots will

be one per production lot, with the maximum number of sublots based on

the anticipated total quality of concrete to be placed and site conditions. A

minimum of one sublot will be required for each day of production.

L. Random Numbers. Random numbers are used to determine sampling

locations when required by the contract.

Prior to the pre-production meeting, the Engineer will generate a list of

random numbers using a spreadsheet program or a calculator. The

random numbers will be used to designate when QA samples are taken

based on cubic yard quantities.

At the pre-production meeting, each page that lists random numbers will

be signed by the QC Administrator and the Engineer. Each sheet

containing the random numbers will be covered by a separate sheet of

paper in order to prevent disclosure of the random numbers.

The original signed list will be placed in the project file and a copy will be

provided to the Engineer’s field inspector for the project.

When the project is completed, a copy of the list of random numbers will

be provided to the Contractor upon request.

M. QA Stop Production Criteria. If one or more of the following occur, the

Engineer will issue MDOT Form 1165 and concrete production must be

stopped:

1. The QA testing shows that one or more of the suspension limits for

quality characteristics defined in Table 1002-1 are in non-compliance;

2. The QC plan is not being followed;

3. Segregation, excessive slumping of unsupported slip formed edges, or

other notable changes in the fresh concrete properties is or are

observed that may prevent proper placement or consolidation and

finishing of the finished product;

4. The required curing system is not being applied;

5. If the measured air content change between the two testing locations

for the same concrete is greater than 1.5% air by volume of concrete

as described in subsection 1002.03.F.5 and 1003.03.H; or

6. If the air content of fresh concrete after adjusting for the change

through a pump or a paver exceeds the suspension limits in

Table 1002-1 after the pump or paver, regardless of the recorded QC

or QA air content change through the pump or paver.


10-30

The Engineer will issue a Notice to Resume Work from MDOT Form 1165

only after all necessary adjustments have been made to restore

conformance with all applicable specifications and the appropriate

documentation has been added to the QC records.


All costs associated with this work are included in the unit prices for the

relevant concrete items.

10-31

Section 1004. Portland Cement Concrete Mixtures


Concrete must consist of a mixture specified by the grade of concrete of

portland cement or blended portland cement; fine aggregate; intermediate

aggregate, when required or permitted; coarse aggregate; water; and

admixture, when required or permitted.

1004.02. Materials

Provide materials in accordance with the following:

Portland Cement ................................................................................... 901

Slag Cement ......................................................................................... 901

Fly Ash .................................................................................................. 901

Coarse Aggregate 6A, 6AA, 6AAA, 26A, 29A, 17A .............................. 902

Intermediate Aggregate ......................................................................... 902

Fine Aggregate 2NS, 2SS .................................................................... 902

Concrete Admixtures ............................................................................. 903

Water .................................................................................................... 911

Select aggregates for the required grade of concrete in accordance with

Table 1004-1.

Stone sand 2SS is not permitted in concrete exposed to vehicular traffic.


A. Mix Design and Documentation. Design concrete mixtures meeting the

requirements of Table 1004-1. Provide the grade of concrete for the

section number reference application specified in Table 1004-1 or as

specified in the contract. Concrete grades ending in HP signify

high-performance concrete.

Variance requests must be submitted in writing and must include the mix

design, JMF, and associated trial batch verification test data. Do not use a

grade of concrete with a specified 28-day compressive strength different

from what is designated for the application.

B. Cementitious Materials Content. Type III cement is not permitted.

Use combined weight of total cementitious materials when determining

compliance with the water-cementitious ratio and cementitious material

requirements.

All high-performance concrete requires 25 to 40% replacement of portland

cement with supplementary cementitious materials (SCM). For all other

grades of concrete, replacing portland cement with SCM is permitted.


10-32

Unless otherwise specified in the contract, do not exceed a total of 40%

replacement by weight of portland cement with SCMs. Acceptable SCMs

are listed in subsections 901.06, 901.07, and 901.08.

C. Optimized Aggregate. Optimized aggregate gradation is required for

high-performance concrete and concrete mixtures that are placed using a

pump. Concrete mixtures for tremie and drilled shaft applications do not

require optimized aggregate gradation. Prepare the optimized aggregate

gradation and perform process control according to the procedure for

optimized aggregate gradation in the contract.

Aggregates for mixture requiring optimized aggregate gradation must

meet the physical requirements specified in subsection 902.03.C. The

physical requirements for aggregates used in concrete mixtures for all

other applications are according to the contract.

When high-performance concrete is specified in the contract, provide

Grade 3500HP for mainline pavement, shoulder, miscellaneous pavement

(including ramps), concrete pavement overlay applications, and bridge

substructure applications; Grade 4500HP for bridge deck applications;

and either concrete Grade 3500HP or 4500HP for bridge approach slab

applications. The Engineer may approve Grade 3500HP or 4500HP for

other applications.

Unless otherwise specified in the contract, concrete mixtures with

optimized aggregate gradation may be used instead of standard concrete

mixtures, as approved by the Engineer.

D. Air Content. Air-entrained concrete is required unless otherwise

specified.

The percentage of air in fresh concrete must meet the requirements of

Table 1004-1. The Engineer will allow non-air-entrained concrete for use

in steel piles that are not subject to freezing.

Use ASTM C231/C231M or ASTM C173/C173M to determine the air

content of normal weight concrete. Use ASTM C173/C173M to determine

the air content of lightweight concrete and concrete containing highly

porous aggregates.

E. Consistency. Determine consistency using the slump test in ASTM

C143/C143M. Ensure that slump does not exceed the specifications in

Table 1004-1.


10-33

F. Concrete Admixtures. Unless otherwise specified in the contract,

concrete admixtures must be selected from the Qualified Products List.

The different types of admixtures are listed in subsection 903.02.

For night casting, a water-reducing admixture may be used instead of a

water-reducing retarding admixture as long as the concrete can be placed

and finished in the sequence specified on the plans prior to initial set, the

concrete is not subjected to residual vibration, and the concrete is not

within the areas influenced by dead load deflections as a result of

adjacent concrete placement operations. When the maximum air

temperature is not forecasted to exceed 60°F for the day, the Contractor

may use a water-reducing admixture or a water-reducing retarding

admixture.

Ensure that concrete in concrete diaphragms contains a water-reducing

admixture or a water-reducing retarding admixture.

Set accelerating admixtures are prohibited unless otherwise specified in

the contract.

De-foaming (air detraining) admixtures are prohibited.

G. Concrete Temperature. Use ASTM C1064/C1064M to determine

concrete temperature.


The cost of PCC is included in unit prices for related pay items.

The Engineer’s QA test results will be used to determine the pay factor and

price adjustments. The Contractor’s QC will not be used for pay factor and

price adjustments.

Pay factor and price adjustments will be applied according to the contract.


10-34

Table 1004-1: Concrete Mixtures

Concrete Grade

3000 3500 3500HP(a),(b) 4000 4000HP(a),(b) 4500 4500HP(a),(b) M X

Compressive strength (psi)

7 day 2200 2600 2600 3000 3000 3200 3200 Commercial-grade concrete containing 517 lb/cyd. Portland cement may be replaced with an SCM.

Unless otherwise specified, Grade X concrete contains 282 lb/cyd of cement.

28 day 3000 3500 3500 4000 4000 4500 4500

70% 2100 2450 2450 2800 2800 3150 3150

Flexural strength (psi)

7 day 500 550 550 600 600 625 625

28 day 600 650 650 700 700 750 750

70% 420 455 455 490 490 525 525

Slump (inch) (c)–(f) (c)–(k) (c)–(k) (l)–(n) (l)–(n) (d)–(f) (e)–(f)

Cementitious material content (lb/cyd)

489–517 517–611(o) 470–564(o) 517–611 517–611 517–658 517–658

Class of coarse aggregate (p)–(r)

Maximum w/cm ratio 0.45

Air content range 5.5 – 8.5%

Section reference 402, 403, 602, 803, 804, 806, 808, 810, 813, 814,

819

401, 602, 603, 705, 706, 712, 713, 718, 801, 802, 803, 810,

819

401, 602, 603, 706, 712, 713, 718, 801, 802, 803, 810, 819

705, 922 705, 922 706, 711, 712

706, 711, 712

N/A N/A


10-35

HP = high performance

(a) HP mixtures require optimized gradation meeting subsection 1004.03.C.

(b) HP mixtures require 25 to 40% replacement of portland cement with an SCM.

(c) 0- to 3-inch slump for mixtures for pavements.

(d) 0- to 3-inch slump without admixtures or with Type A or D admixture.

(e) 0- to 6-inch slump after the addition of Type MR admixture.

(f) 0- to 7-inch slump after the addition of Type F or G admixture.

(g) 3- to 7-inch slump for tremie applications without admixture or with Type A or D admixture.

(h) 3- to 7-inch slump for tremie applications after the addition of Type MR admixture.

(i) 3- to 8-inch slump for tremie applications after the addition of Type F or G admixture.

(j) 6- to 8-inch slump for dry placed drilled shafts.

(k) 7- to 9-inch slump for wet placed drilled shafts.

(l) 3- to 5-inch slump without admixtures or with Type A or D admixture.

(m) 3- to 6-inch slump after the addition of Type MR admixture.

(n) 3- to 7-inch slump after the addition of Type F or G admixture.

(o) For concrete pavement repair mixtures, use 658 lb/cyd of cement when the weather is forecast to be above 50°F or 752 lb/cyd when the weather is forecast to be 50°F or below.

(p) Use aggregates only from geologically natural sources for pavement, shoulder, miscellaneous pavement (including ramps), concrete pavement overlay, bridge approach slab, structural concrete, drilled shaft, bridge railing, and bridge sidewalk applications.

(q) Unless otherwise required, use Coarse Aggregate 6AA or 17A for exposed structural concrete in bridges, retaining walls, and pump stations.

(r) The flexural and compressive strengths are not part of the specifications but are listed for informational purposes only and are the minimum strengths anticipated for the mix proportions specified for the various grades of concrete when cured under standard conditions.

10-36

Section 1005. Mortar and Grout Mixtures


This work consists of producing and furnishing mortars and grouts.

1005.02. Materials

Provide materials in accordance with the following:

Portland Cement Type I, Type IA .......................................................... 901

Masonry Cement Type N, Type S, Type M ........................................... 901

Hydrated Lime Type S, Type SA .......................................................... 901

Fine Aggregate 2NS, 2MS .................................................................... 902

Air-Entraining Admixture ....................................................................... 903

Water .................................................................................................... 911

A. Standard Mortars and Grouts. Proportion cement and fine aggregates

as specified in Table 1005-1 and Table 1005-2 by weight for batches of at

least 1 cubic yard and by weight or volume for smaller batches. Add water

to obtain a mortar or grout of the required consistency.

B. Non-shrinking Mortar and Grout, Type H-1 (Non-metallic). Provide

Type H-1 non-shrinking mortar and grout, selected from the Qualified

Products List, for filling post-tensioning stress pockets in fascia beams of

prestressed box beams, under leveling plates supporting structures, for

grouting dowels, and under temporary supports.

C. Expansive Grout, Type E-1. Provide Type E-1 expansive grout for filling

the void around post-tensioned tendons in precast concrete box beams.

Proportion the grout as follows:

1. Type I portland cement, 94 pounds;

2. Water no greater than 5 gallons; and

3. Expansive admixture, as recommended by the manufacturer.

Do not use sand in the grout mixture. Do not use grout containing

aluminum or other components that produce hydrogen, carbon dioxide, or

oxygen gas.

Ensure that grout attains a 28-day minimum compressive strength of

3,000 psi in accordance with ASTM C942, except proportion the grout as

specified in this subsection.

Do not use expansive admixtures, plasticizing, or water-reducing agents

that contain chloride ions in excess of 0.50% by weight, fluorides, sulfides,

nitrates, thixotropic additives, or chemicals that may contribute to stress

corrosion in steel.


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Provide admixtures in liquid or solid form. Use a gas-evolving material,

well dispersed throughout the admixture. Provide grout with an

unrestrained expansion from 5 to 10%, in accordance with ASTM

C940/C490M, except proportion the grout as specified in this subsection

and determine expansion at 3 hours.

1005.03. Construction

The contractor may remix mortars and grouts.

Do not retemper mortars and grouts or use grout and mortar after it begins to

set.

Do not place mortar and grout on materials that are below 40°F. Provide

protection to maintain a temperature of 45°F or higher during the curing

period.


The cost of producing and furnishing mortar and grout is included in the unit

prices for other relevant pay items.


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Table 1005-1: Proportioning Standard Mortars and Grouts by Dry Weight

Mortar or Grout Type General Use

Materials Mix Proportions by Dry Weight (lb/cyd)

Portland Cement

Masonry Cement

Hydrated Lime

Fine Aggregate

Portland Cement

Masonry Cement

Hydrated Lime

Fine Aggregate

Net Water

R-1 (grout) Bond or primer coat Type I, IA — — 2NS 1175 — — 964 705

R-2 (mortar)(a) Patching spalls; filling space between box beams

— Type M — 2MS — 930 — 2137 415

Type I Type N — 2MS 468 349 — 1991 415

Type I, IA — Type S, SA 2MS 828 — 75 2016 415

Type I, IA — — 2MS,2NS 930 — — 1966 415

R-3 (mortar)(a) Setting precast concrete barriers; filler between slope protection blocks and riprap

Type I, IA — — 2NS 765 — — 2266 353

(a) Provide an entrained air content of 14% ±4% for mortars by using masonry cement, Type IA portland cement, Type SA lime, or an air-entraining admixture. Do not combine masonry cement and Type IA portland cement or Type IA portland cement and Type SA lime unless tests indicate that the air content is within acceptable limits.


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Table 1005-2: Proportioning Standard Mortars and Grouts by Bulk Volume Parts

Mortar or Grout Type General Use

Materials Mix Proportions by Bulk Volume Parts

Portland Cement

Masonry Cement

Hydrated Lime

Fine Aggregate

Portland Cement

Masonry Cement

Hydrated Lime

Fine Aggregate

R-1 (grout) Bond or primer coat Type I, IA — — 2NS 1 — — 1

R-2 (mortar)(a) Patching spalls; filling space between box beams

— Type M — 2MS — 1 — 2½

Type I Type N — 2MS (b) (b) — (b)

Type I, IA — Type S, SA 2MS (b) — (b) (b)

Type I, IA — — 2MS, 2NS 1 — — 2½

R-3 (mortar)(a) Setting precast concrete barriers; filler between slope protection blocks and riprap

Type I, IA — — 2NS 1 — — 3½

(a) Provide an entrained air content of 14% ±4% for mortars by using masonry cement, Type IA portland cement, Type SA lime, or an air-entraining admixture. Do not combine masonry cement and Type IA portland cement, or Type IA portland cement and Type SA lime, unless tests indicate that the air content is within acceptable limits.

(b) Do not proportion by volume if blending cementitious materials (portland cement, masonry cement, or lime).

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Section 1006. Patching, Repair, and Overlay Mixtures


This work consists of mortar and concrete mixtures for patching, repair, and

concrete overlays in accordance with section 1001 and section 1004, except

as modified by this section.

1006.02. Materials

Provide the materials in accordance with the following:

Portland cement, Type I, Type IA .......................................................... 901

Silica Fume ........................................................................................... 901

Coarse Aggregate 6AA, 6A, 26A ........................................................... 902

Fine Aggregate 2NS ............................................................................. 902

Polypropylene Fibers ............................................................................ 903

Concrete Admixture .............................................................................. 903

Water ..................................................................................................... 911

A. General Requirements. Provide air-entrained concrete or mortar unless

otherwise required by the contract.

Produce mixtures meeting the requirements specified in Table 1006-1,

Table 1006-2, and Table 1006-03.

Do not use slag aggregates.

B. Mortar and Concrete Patching Mixtures: Types F-L, M, C-L, C-L-HE,

C, and C-HE. Provide mortar and concrete patching mixtures for patching

bridge decks or substructure elements.

Select a mixture from Table 1006-1 based on the depth of patched area

and the length of curing time available before allowing traffic on patches.

Provide either regular strength or high-early strength patching mixtures.

C. Latex Modified Concrete (LMC) Overlay Mixture. Provide 100%

crushed 26A coarse aggregate. Ensure that LMC meets the strength

requirements of Grade 4500 concrete as specified in Table 1004-1.

D. Silica Fume Modified Concrete (SFMC) Overlay Mixture. Provide

100% crushed 26A coarse aggregate. Ensure that SFMC meets the

strength requirements of Grade 4500 concrete as specified in

Table 1004-1. Supply the silica fume admixture in dry-densified form.

Remove dry-densified silica fume from packaging. Do not incorporate the

packaging into the concrete mix.


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E. Grade P-NC Pavement Repair Mixture. Submit a JMF for Grade P-NC

pavement repair mixture to the Engineer for approval per subsection

1003.03.C.2.

1006.03. Construction

A. Equipment for LMC. Provide equipment for producing LMC by volumetric

batching and continuous mixing in accordance with ASTM C685/C685M.

Provide certification to the Engineer, or demonstrate by field tests, that

equipment is calibrated for yield and proportioning. Obtain the Engineer’s

approval for equipment before starting production.

Supply handheld vibrating equipment to consolidate the repair concrete.

B. Mixing Concrete and Mortar for Structural Patches and Overlays.

Proportion and mix latex modified mixtures in self-contained mobile

continuous type mixers in accordance with ASTM C685/C685M, except

that the Engineer will determine requirements for certification.

Mix and transport SFMC and mortar patching mixtures as specified in

subsection 1001.03. Do not deliver more than 7.0 cubic yards of SFMC

per load to the bridge site in ready-mix trucks.

Ensure that silica fume modified mixtures receive at least 100 revolutions

at mixing speed after adding dry-densified silica fume. Add additional

high-range water reducer (HRWR) to the mixture at the project to adjust

the slump to the required range. After adding the HRWR, provide at least

60 revolutions at mixing speed. Do not add water at the project.

Allow a cure time of at least 5 days for regular strength patching mixtures

and at least 24 hours for high-early strength patching mixtures. Keep

patches with regular strength LMC continuously damp for the first 24

hours. Remove the curing material at the end of the 48-hour wet cure

period and allow concrete to air cure for an additional 48 hours. Maintain

patches with high-early strength LMC continuously damp for at least

24 hours.

C. Mixing Grade P-NC Pavement Repair Mixture. Produce Grade P-NC

pavement repair mixture according to subsection 1001.03.


The cost of mortar and concrete patching, repair, and resurfacing mixtures is

included in the unit prices for other relevant pay items.

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Table 1006-1: Structure Patching Mixtures

Depth of Patch (inch)

Aggregate Required(a),(b)

Mixture Type(c)

Mixture Proportions per cyd, dry weight

Air Content Cement

(lb)

Net Water (approx.)

(lb)(d)

Latex Admixture (lb (gal))

Fine Aggregate

(lb)

Coarse Aggregate

(lb)

<1.5 2NS F-L 752(e) (f) 235 (28.0) 2450 N/A 6.0 ±2.0%

1.5–4 2NS and 26A M 799 358(g) N/A 1260 1260 7.5 ±1.5%

≥1.5 2NS and 26A C-L

C-L-HE

658(e)

846(e)

169(f) (f)

143 (17.0)

228 (27.0)

1348(i)

1308(i)

1458(i)

1416(i)

4.5 ±1.5%

4.5 ±1.5%

>4(h) 2NS and 6AA C

C-HE

705

846

315(g)

300(g)

N/A

N/A

1220

1220

1530

1590

6.5 ±1.5%

5.5 ±1.5%

(a) Ensure that the coarse aggregate’s absorption does not exceed 2.5% in accordance with ASTM C127.

(b) Aggregate weights specified in the table are based on a dry bulk specific gravity of 2.65 for gravel and stone. Adjust the weights if the specific gravity of the materials used varies by more than 0.02 from the specified values.

(c) C = coarse; F = fine; HE = high-early strength; L= latex modified; M = medium. Type F mixtures are mortars.

(d) The specified quantity of water is approximate. Use the least amount of water to provide the consistency required for the specific mixture.

(e) Use only Type I portland cement in these mixtures.

(f) Add water, in addition to water in the latex admixture, to control slump to within 3 to 5 inches. Measure slump from 4 to 5 minutes after discharge from the mixer. During the waiting period, deposit concrete on the deck and do not disturb. If placing mixtures on sections within super-elevated curves, the Contractor may need to use the lower allowable range of the slump requirement, as determined by the Engineer. Do not exceed water-cement ratio, by weight, of 0.30 including water contained in the latex emulsion.

(g) Control water to provide a stiff, workable mixture with a 1- to 2-inch slump. During hot and windy weather, the Contractor may increase the slump to 3 to 4 inches, as determined by the Engineer.

(h) Substructure repairs.

(i) The aggregate proportions are approximate; due to gradation changes, the Engineer may adjust. The Contractor may increase the fine aggregate quantity by no greater than 5% by weight of total aggregate if reducing coarse aggregate by an equivalent volume.


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Table 1006-2: Overlay Mixtures

Mixture Type Aggregate

Slump (inch) Air Content

Admixture Required

Mixture Proportions lb/yd³, dry weight

Cement(a) Dry Densified Silica Fume(b)

Net Mix Water

Fine Agg

Coarse Agg

Latex Admixture

SFMC 2NS and 26A(c) 4–6 6.5 ±1.5% (d),(e),(f) 618 40 273(g) 1273 1601 —

LMC 2NS and 26A(c) (h) 4.5 ±1.5% — 658 — (h) 1490(i) 1300(i) 206

(a) Use only Type I portland cement.

(b) Aggregate weights specified in the table are based on a dry bulk specific gravity of 2.65 for gravel and stone. Adjust the weights if the specific gravity of the materials used varies by more than 0.02 from the specified values.

(c) Provide coarse aggregate, 95% minimum crushed materials in accordance with Michigan Test Method (MTM) 117, with an absorption no greater than 2.5%, in accordance with ASTM C127.

(d) Water-reducing high-range admixture or water-reducing high-range and retarding admixture.

(e) Virgin polypropylene collated fibers at 2 lb/yd³.

(f) Air-entraining admixture.

(g) Provide a net water to cementitious material ratio of 0.41 (cementitious material includes cement and silica fume). Add water in addition to water in the latex admixture to control slump to within 3 to 5 inches. Measure slump from 4 to 5 minutes after discharge from the mixer. During the waiting period, deposit concrete on the deck and do not disturb. If placing mixtures on sections within superelevated curves, the Contractor may need to use the lower allowable range of the slump requirement, as determined by the Engineer. Do not exceed water-cement ratio, by weight, of 0.30 including water contained in the latex emulsion.

(h) Aggregate proportions are approximate; due to gradation changes, the Contractor may increase proportions by no greater than 5% by weight of total aggregate if reducing coarse aggregate by an equivalent volume.

(i) For SFMC mixtures, the Contractor may use a blended silica fume portland cement. However, if the silica fume content of the blended material is greater than 8% of the total cementitious material, submit to the Engineer modified mix proportions with Type I portland cement added to the blended material to achieve the equivalent individual cementitious material mixture proportions.


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Table 1006-3: Pavement Repair Mixture

Concrete Grade

Maximum Cementitious

Content (lb/cyd) Air

Content Coarse

Aggregate Slump (inch)

Minimum Flexural Strength

(psi)

28-day Compressive Strength (psi)

Section References

P-NC 658(a),(b) 5.5–8.5% 6AA(c) 0–6 300(d) 3500(e) 603, 801

(a) The Engineer may permit a maximum cementitious content of 752 lb/cyd when the weather is forecast to be below 50°F, at no additional cost to the Engineer.

(b) Type III cement is not permitted.

(c) The Contractor may use an optimized aggregate gradation.

(d) Use flexural strength for opening to traffic.

(e) The Engineer will not require 28-day compressive strength test cylinders for concrete pavement repair.

DIVISION 10 – CONCRETE MIXTURES - Michigan

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