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Concrete Field Tech Study GuideCurrently selected
CFTSG-00-01
NCDOT CONCRETE FIELD TECHNICIAN SCHOOL PRE-EXAM
NCDOT CONCRETE FIELD TECHNICIAN SCHOOL PRE-EXAM ANSWER KEY
(Click for Printable PDF)​
1. The chemical reaction between water and cement is called _____________ .
2. List the basic components that are used to make concrete.
_________, __________, _________, and __________.
3. There are __________ types of Portland cement.
4. Initial set takes place _____ to ________ hours after the cement has come in contact with the water.
5. Final setting takes place approximately ____ to _____ hours after the cement and water are placed in contact.
6. Fly Ash is a byproduct of :
c) the combustion of pulverized coal in coal power plants
d) reaction between cement and water under pressure
7. What are the two most important characteristics when selecting a fly ash for concrete?
a) Specific gravity and shape
b) Reactivity and absorption
c) Fineness and carbon content
8. According to NCDOT Standard Specifications fly ash may be substituted for Portland cement up to _________ by weight of the required cement.
9. The allowable pH range for mixing water used to batch concrete for NCDOT projects is ______ to ______.
10. Air entraining agent is added to concrete primarily to _________________________________.
11. Less air is entrained as the temperature of the concrete ____________________.
12. Make sure the concrete temperature at the time of placement in the forms is not less than _________ °F nor more than _______ °F.
13. Do not place concrete when the air temperature is below ______ °F without permission.
14. A curing day is defined as any consecutive _______ period, beginning when the manipulation of each separate mass is ____________, during which the air temperature adjacent to the mass does not fall below ________ °F.
15. The ________________ will review the mix design for compliance with the Specifications and notify the ________________ as to its acceptability.
16. An air entraining agent is added at the time of mixing to produce air content in the range of _________________ for incidental and structural concrete when tested at the job site.
a) 5.0 ± 1.5 percent
b) 4.5 ± 1.5 percent
c) 6.0 ± 1.0 percent
d) 6.0 ± 1.5 percent
17. Use an approved set retarding admixture in all concrete placed in the superstructure of bridges.
18. When concrete is being used in structures and incidental construction have present during all acceptance testing and placement operations a ______________________.
a) Certified Concrete Field Technician
b) Certified Concrete Batch Technician
19. When using 6" x 12" cylindrical specimens for strength determination, place the concrete in _____ layers of approximately equal volume.
20. The minimum set of cylinders that can be made for a Class AA concrete pour of 100 cubic yards concrete is ___________.
21. When an air entraining agent is added on the jobsite to bring concrete within specifications, the concrete must be mixed ________ revolutions at mixing speed.
22. Mix designs for structural concrete shall be submitted to the Engineer _______ before proposed use.
1. The chemical reaction between water and cement is called hydration.
cement, water. aggregate, and admixtures
3. There are 5 types of Portland cement.
4. Initial set takes place 2 to 4 hours after the cement has come in contact with the water.
5. Final setting takes place approximately 5 to 8 hours after the cement and water are placed in contact.
8. According to NCDOT Standard Specifications fly ash may be substituted for Portland cement up to 20% by weight of the required cement.
9. The allowable pH range for mixing water used to batch concrete for NCDOT projects is 4.5 to 8.5.
10. Air entraining agent is added to concrete primarily to increase freeze/thaw resistance and durability.
11. Less air is entrained as the temperature of the concrete increases.
12. Make sure the concrete temperature at the time of placement in the forms is not less than 50 °F nor more than 95 °F.
13. Do not place concrete when the air temperature is below 35 °F without permission.
14. A curing day is defined as any consecutive 24 hour period, beginning when the manipulation of each separate mass is finished, during which the air temperature adjacent to the mass does not fall below 40 °F.
15. The engineer will review the mix design for compliance with the Specifications and notify the contractor as to its acceptability.
19. When using 6" x 12" cylindrical specimens for strength determination, place the concrete in 3 layers of approximately equal volume.
20. The minimum set of cylinders that can be made for a Class AA concrete pour of 100 cubic yards concrete is 1.
21. When an air entraining agent is added on the jobsite to bring concrete within specifications, the concrete must be mixed 30 revolutions at mixing speed.
22. Mix designs for structural concrete shall be submitted to the Engineer 35 days before proposed use.
CFTSG-00-02
NCDOT/ACI Examination Procedures and Requirements
Obtaining the NCDOT / ACI Certification: All Students must have a passing grade on both the written (Part 1) and Field Performance (Part 2) examinations as described herein:
PART 1: Written Examinations
NCDOT Written Exam:
Question Format: various types of questions, requiring:
composite questions (question composed of various parts)
NCDOT book (sections I, II, III, IV, V)
Follow class presentation and discussion
Study the NCDOT Concrete Field Technician study guide
Review homework questions, take home exam, and quiz
ACI Written Exam:
Number of Questions: 55 total (covering 7 sections, one for each ASTM Standard Test)
Minimum Passing Grades: 60% on each section; 70% overall test
Question Format: various types of questions, answers require a multiple choice decision, selecting the correct answer will require knowledge of the ASTM standard and/or hand calculations. Areas Covered:
Only the 7 ASTM Standard Test Methods (see below)
Study the ASTM Standard Test Methods contained in the ACI Technician Publication CP-1
Passing PART 1: All Students must have a passing grade in the NCDOT and ACI Written Exams to have a passing grade on Part 1
PART 2: Field Performance Examinations
NCDOT Field Performance (Chase Examination): approximately 5 minutes/student
ACI and NCDOT Field Performance ( 7 ASTM Standard Tests): approximately 3 hours/class
NCDOT Field Performance: Students must correctly perform all procedural steps required by the Chace Indicator Test (AASHTO T-199) in accordance to a check list developed by the NCDOT
ACI and NCDOT Field Performance: Students must perform correctly all procedural steps required by each of 7 ASTM Standard Tests (see table below), in accordance to a check list developed by the ACI. Proficiency with regard to ASTM C-172 (Sampling Freshly Mixed Concrete) will be demonstrated by taking an oral examination, in accordance with corresponding check list developed by the ACI.
All ACI and NCDOT Field Performance Exams will be graded on a pass/fail basis.
A passing grade on any given ACI and NCDOT Field Performance Exam will be determined by having a passing grade in all and each of the procedural steps required for each test, as noted in the corresponding performance check list.
Students complete the required paperwork for all exam materials. Then, students are assigned to a test station, walk to the test station, hand-out exams materials to the examiner, perform each test, and receives a pass/fail grade in the test. The process is repeated until all tests are completed.
No verbal interaction or questions are allowed during the examination
If the student believes that he/she did NOT conduct a test in accordance with all required procedures, the student can consider a test “retrial” (a voluntary suspension of the test). This can be done while conducting the test, or right after he/she completes all test procedures, but before the examiner determines a pass or fail grade for that specific test.
The student has a maximum of two trials to perform each test satisfactorily (a maximum of three times if the student used a “retrial” option in any of the two allowed trials).
A “retrial” test can be conducted immediately after the student uses a voluntary suspension of a test; the same examiner can conduct this “retrial”, or, the student can request another examiner for this purpose.
A failed test requires that the student returns to queue line and waits for a next turn to conduct another trial; the student can request a different examiner after having failing a test.
Study the ASTM Standard Test Methods contained in the ACI CP-1 Publication
Study Section V in the NCDOT Concrete Field Technician study guide
Use the allowed practice time wisely: ask questions, try each test.
Passing PART 2: All Students must have a passing grade in the NCDOT and ACI Field Performance Tests to have a passing grade on Part 2
NCDOT / ACI FIELD TESTS
​TESTS ​NCDOT (AASHTO) ​ACI (ASTM)
​Temperature of Freshly Mixed Concrete ​ ​C-1064
​Sampling Freshly Mixed Concrete ​T-141 ​​C-172
​Slump of Hydraulic-Cement Concrete ​T-119 ​​C-143
​Density (Unit Weight) ​T-121 ​​C-138
​Air Content by Pressure Meter ​T-152 ​​C-231
​Air Content by Volumetric Method ​T-196 ​​C-173
​Making and Curing Test Specimens ​T-23 ​​C-31
​Air Content by Chace Indicator* ​T-199 ​
1) As indicated in the scope of AASHTO T-199, Standard Method of Test for Air Content of Freshly Mixed Concrete by the Chace Indicator, this method has been found satisfactory for determining the approximate air content of freshly mixed concrete. This method should not be considered suitable for replacing gravimetric, volumetric or pressure methods. This method is most useful for determining whether the concrete has low, medium, or high air contents, and whether the air content is reasonably constant from batch to batch of concrete.
2) Consistent with NOTE 1), the NCDOT requires that each and every load of concrete be tested using the Chace Indicator Test.
3) The NCDOT requires that: a) the cup be tamped after rodding is completed, b) the Chace indicator be fully assembled prior to the introduction of isopropyl alcohol, and c) the alcohol level be read to the nearest 1/4 graduation.
CFTSG-00-03
01 - Components of Concrete
Concrete is a manufactured product that has two main phase components: aggregates and paste. Aggregates are normally of two types, fine and coarse, and occupy about 60 to 80 percent of the volume of the concrete. The paste is typically composed of cement, water, and entrained air. The paste ordinarily constitutes about 20 to 40 percent of the total volume of the concrete.
In properly manufactured concrete, the aggregate phase should consist of particles having adequate strength and weather resistance and should not contain materials having injurious effects. Well graded aggregates have a uniform size distribution and a low void content. Well graded aggregates allow for an efficient use of the paste fraction since, in quality concrete production, the paste must completely coat each aggregate particle and fill the space between them.
The quality of the concrete is greatly dependent upon the quality of the paste. In turn, the quality of the paste is dictated by the quality and control imposed over of the paste main components (cement, water, air), and by the extent of curing provided after the concrete mixture is in place. The use of proper quantities of water and cement in a concrete mixture can be monitored through the use of the water to cement ratio concept (quantity of water / quantity of cement). The water/cement ratio has the greatest effect on strength, durability, and water tightness of concrete. For a given quantity of cement, the strength and durability of the concrete will decrease with increased amounts of water. All other things remaining equal, the strength of the concrete will decrease with increased amounts of entrained air. Cement and water combine chemically in a reaction, called hydration. The hydration process can continue for a long period of time in favorable moisture conditions. The quantity of water used in a typical concrete mixture is greater than the quantity required for the hydration to occur, and is necessary to provide plasticity and workability to the concrete mixture. Strength gain ends when hydration stops.
CFTSG-01-01
​1. Durability: Ability of hardened concrete to resist deterioration caused by weathering, chemicals, and abrasion.
2. Workability: Ease of placing, handling, and finishing.
3. Weather Resistant: Resistance to deterioration caused by: freezing and thawing, wetting and drying, and heating and cooling.
4. Erosion Resistant: Resistance to deterioration caused by: water flow, traffic, and wind blasting.
5. Chemical Resistant: Resistance to deterioration caused by: deicing salts, salt water, and sulfate salts.
6. Water Tightness: Resistance to water infiltration.
CFTSG-01-02
CEMENT TYPES​
​CEMENT PROPERTIES​
SHIPPING AND STORAGE​
HYDRATION PROCESS​
SETTING TIME​​​​
FLY ASH (POZZOLAN)​​​
TYPES OF POZZOLANIC MATERIALS​​​
MIXING WATER​​​
AGGREGATES​​​​
ADMIXTURES​​​
AIR-ENTRAINING ADMIXTURES​​​​​
FACTORS AFFECTING AIR CONTENT​​​​​
RETARDING ADMIXTURES​​​​​
Portland cements and blended cements (which incorporate pozzolan and/or mineral admixtures to normally manufactured Portland cements) are hydraulic since they set and harden to form a stone-like mass by reacting with water. The term hydraulic cement is an all inclusive term that includes both Portland cement and blended cement. Cement is the bonding agent used in a concrete mix.​​
There are five types of Portland cement (I, II, III, IV, V), each manufactured to meet different needs and therefore having somewhat different physical and chemical characteristics.
Type I is a normal, general-purpose cement. It is suitable for all uses when the special properties of the other cement types are not required.
Type II cement generates less heat, at a slower rate, and has a moderate resistance to sulfate attack. It can also be used in structures of considerable mass, such as large piers, heavy abutments, and heavy retaining walls to control temperature rise within the concrete and/or in warm or hot weather concreting. Type II is also used when sulfate concentrations in ground waters are higher than normal.
Type III is a high-early-strength-cement. It develops higher strength at an earlier age. It is used when early form removal is desired. Alternatively, richer mixtures (with higher cement content) of Types I and II may be used to gain early strength.
Type IV cement has a low heat of hydration and develops strength at a slower rate than other cement types. It is used in massive concrete structures, such as dams. This type of cement is for use where there is a little chance for the heat to escape from the concrete mass, and when temperature control is critical.
Type V cement is used in concrete exposed to a severe sulfate exposure. It is used mainly where concrete is exposed to severe sulfate action such as concrete structures exposed to soil and groundwater with high sulfate content.
The fineness of cement affects the rate of hydration. As cement fineness increases, the surface area of the cement particles increases. Therefore, the rate of reaction increases, and the strength development is accelerated.
A cement paste must remain plastic long enough to permit normal placing and finishing. The length of time that a concrete mixture remains plastic depends more on the temperature and water content of the paste than on the setting time of the cement.
3. False Set
False set is evidenced by a significant loss of plasticity shortly after the concrete is mixed. Further mixing without the addition of water can restore plasticity. There are several factors that promote false set; the most common is heating of the cement during grinding operations.
4. Heat of Hydration
Heat of hydration is the heat generated when cement and water react. The amount of heat generated is dependent chiefly upon the chemical composition of the cement. The rate of heat generation is affected by the fineness of the cement, the temperature of curing, and the chemical composition of the cement.
5. Quick Set or Flash Set
Quick Set or Flash Set usually occurs when Portland cement is insufficiently retarded; the time of initial setting is considerably less than one hour at normal temperatures. Quick set may be due to insufficient or faulty gypsum in the Portland cement, or to improper chemical composition of the clinker. The chemical reactions involved liberate a large amount of heat and the set cannot be overcome by remixing the paste.
Specific gravity is the ratio resulting from dividing the solid weight of a material to the weight of an equal volume of water at standard conditions of temperature and pressure. The specific gravity of Portland cement is generally about 3.15.
Most cement is shipped in bulk by railroad, barges or truck. One bag of cement weights 94 pounds. Portland cement must be kept dry in order for its quality to be retained.
The chemical process by which cement reacts with water is called “hydration”. As the reactions proceed, heat is liberated (exothermic reaction) and the products of the hydration process gradually bond the concrete components. It is possible to get an indication of the rate at which cement minerals and water are reacting by monitoring the fluidity and the rate at which heat is generated in the concrete mixture.
During the hydration process the concrete paste gradually loses its plasticity, shows signs of stiffness, and then becomes a stiff mass but without any sizeable strength. The time and degrees of relative stiffness can be measured by a standard test method which allows the determination of both the initial set and final set of a given concrete mixture.
Initial setting defines the point in time when the concrete is no longer fluid and shows the first signs of stiffening. Initial set takes place approximately 2 to 4 hours after the cement has come into contact with the water.
Final setting defines the point in time when the concrete has completely lost its fluidity and shows the consistency of a stiff mass but without any appreciable strength. Final set in a typical concrete mixture takes place approximately 5 to 8 hours after the cement and water were placed in contact.
One should recognize that the “setting” process is associated with fluidity of the concrete mass, and is not necessarily accompanied by a drying process; it takes place even if the fresh cement paste is kept under water. The strength development process, also known as “hardening”, is associated with strength gain and takes place after the concrete reaches final setting.
“Hydration”, “setting” and “hardening” processes are the result of a series of simultaneous and consecutive chemical reactions between water and the constituents of portland cement.
​FLY ASH (POZZOLAN)
Fly ash is a byproduct of the burning of coal in power plants. It is removed by mechanical collectors or electrostatic precipitators as a fine particulate residue from the combustion gases before they are discharged to the atmosphere.
Only a few power plants produce an “ideal” fly ash (with a combination of high fineness and low carbon content). Some plants produce a coarse fly ash, with low carbon content and low fineness. This type of fly ash can be satisfactory used in concrete provided that laboratory tests confirm its beneficial performance.
Fly ash particles are generally finer than cement particles. A fly ash having finer particles is generally preferred for use in concrete, as it will generally promote higher strength. The specific gravity of fly ash generally ranges between 1.88 and 2.84, with the finer particles having higher specific gravities.
Class N: Raw or calcined natural pozzolans
1. Clays and shales: montmorillonite, kaolinite, and illite types.
2. Opaline materials: opaline cherts and shales, and diatomaceous earths.
3. Volcanic tuffs and pumicites: rhyolitic, andesitic, phonolitic and basaltic types.
Class F: Fly ash normally produced from burning anthracite or bituminous coal that meets the applicable requirements for this class as given in ASTM C 618. This fly ash has pozzolanic properties.
Class C: Fly ash normally produced from lignite or sub-bituminous coal that meets the applicable requirements for this class as given in ASTM C 618. This class of fly ash has some cementitious properties. Some Class C fly ashes may contain lime contents higher than 10%.
Class S: Any pozzolan that meets the applicable requirements for this class as given in ASTM C 618. Examples of materials in this class include certain processed pumicites, and certain calcined and ground shales, clays, and diatomites.
Potential Benefits of Using Fly Ash and other Pozzolans in Concrete
Cement is the most expensive component of a concrete mixture. The introduction of a pozzolan in a concrete mixture can improve the fresh and hardened properties of a concrete mixture while reducing its costs. Some of the effects of using a pozzolan in a concrete mixture are listed below:
In Fresh Concrete:
1. Reduced water requirements of the mixture, especially when the pozzolan is fly ash.
2. Increased workability, reduced bleeding and segregation.
1. Modification of the mixture’s strength development characteristics by postponing strength gain; this can increase plastic flow at early ages and reduce cracking.
2. Reduced drying shrinkage.
3. Improved water tightness of the concrete.
4. Improved resistance to sulfate active soils and waters with high sulfate content.
5. Inhibited and/or reduced alkali-aggregate reaction.
6. Reduce adiabatic heat of hydration of massive members.
Potential Deleterious Effects of Using High Carbon Fly Ash in Concrete
Unburned, residual, carbon in fly ash can have a dual detrimental effect in concrete. First, unburned carbon particles will tend to float to the surface due to their low density and can cause discoloration problems in the concrete. Second, unburned carbon particles can affect both the amount and stability of air entrained agents (AEA) used in concrete, thus affecting the cost and the freeze and thaw durability of the concrete. Consistently low carbon content is extremely desirable in a fly ash to maintain and control the air content in a concrete mixture.
Almost any natural water that is drinkable is satisfactory as mixing water for making or curing concrete. However, water suitable for making concrete may not be necessarily fit for drinking. Water is added during batching of the concrete volumetrically or by weight. To add all the components in concrete in like units, it may be necessary to convert gallons of water to pounds of water. The conversion factor used is 1 gallon of water weighs 8.33 pounds. For example:
32.0 gallons of water x 8.33 = 267 pounds of water
Aggregates must conform to certain requirements and should consist of clean, hard, strong, and durable particles; free of chemicals, coatings of clay, or other fine materials that may affect the hydration and bond of the cement paste. Aggregates characteristics influence the properties of concrete.
Weak, friable or laminated aggregate particles are undesirable. A well graded aggregate with a low void content is desired for efficient use of paste. Aggregates containing natural shale or shaly particles, soft and porous particles, and certain types of chert should be especially avoided since they have poor resistance to weathering. In a properly made concrete mix the concrete should consist of particles having adequate strength and suitable weather resistance.
1. Resistance to Freezing and Thawing - (Important in structures subjected to weathering): The freeze-thaw resistance of an aggregate is related to its porosity, absorption, and pore structure. NCDOT Specifications require that resistance to weathering be demonstrated by the sodium sulfate test.
2. Abrasion Resistance - (Important in pavements, loading platforms, floors, etc.): Abrasion resistance is the ability to withstand loads without excessive wear or deterioration of the aggregate. NCDOT Specifications require that abrasion resistance be demonstrated by the Los Angeles Abrasion Test.
3. Chemical Stability - (Important to strength and durability of all types of structures.): Aggregates must not be reactive with cement alkalies. This reaction may cause abnormal expansion and map-cracking of concrete.
4. Particle Shape and Surface Texture - (Important to the workability of fresh concrete): Rough textures or flat and elongated particles, require more water to produce workable concrete than do rounded or cubical aggregates.
5. Grading - (Important to the workability of fresh concrete): Grading or particle size distribution of an aggregate is determined by a sieve analysis. Grading (size distribution) and particle size can affect important properties of concrete such as cementitious requirements and ability to entrain air.
6. Specific Gravity - The specific gravity of an aggregate is the ratio of its solid weight to the weight of an equal volume of water at a given temperature and pressure. Most normal weight aggregates have specific gravity in the range of 2.4 to 2.9. It is not a measure of aggregate quality. It is used to calculate mixture proportions.
7. Absorption and moisture - Batch weights of materials must be adjusted for moisture conditions of the aggregates The moisture conditions of an aggregate are shown below. They are designated as:
a) Oven Dry: completely dry, thus fully absorbent
b) Air-Dry: dry at the surface but containing some interior moisture, thus somewhat absorbent.
c) Saturated Surface-Dry (SSD): neither absorbing water from, nor contributing water to, the concrete mixture.
d) Wet with Free Moisture: containing an excess of moisture on the surface.
8. Dry-rodded Unit Weight: Is the weight of one cubic foot of dry coarse aggregate that is compacted by rodding in a standard container in three equal layers. For any aggregate, the dry rodded unit weight varies with the particle size and gradation.
AD​MIXTURES
Admixtures include all materials other than cement, water and aggregates that are added to concrete. Admixtures can be broadly classified as follows:
1. Air-entraining
2. Retarding
3. Water-reducing
4. Accelerating (only used in special circumstances)
5. Pozzolans
6. Workability agents
7. Miscellaneous, such as permeability-reducing agent, gas forming agents, and grouting agents
8. Water-reducing and retarding
9. Water-reducing and accelerating (only used in special circumstances)
10. Superplasticizers
Concrete should be workable, finishable, strong, durable, watertight, and wear-resistant. These qualities can often be obtained without the use of chemical admixtures (except for air-entraining admixtures) by using suitable materials and properly proportioning the mixture. There may be instances when special properties may be desired such as extended time of set, acceleration of strength, or a reduction in shrinkage. These types of concrete characteristics can be obtained by the use of admixtures. However, admixtures in general (any type or quantity) should not be considered as a substitute for good concrete practices.
Concrete that is not air-entrained contains mostly entrapped air. Concrete that is air-entrained contains both entrained air as well as reduced amounts of entrapped air (depending on various factors including the degree and quality of consolidation). Entrained air is characterized by microscopic air bubbles that are well distributed, but not interconnected, throughout the cement paste. These bubbles are small and invisible to the naked eye. Entrapped air is composed of visible air voids that occur randomly in all concrete mixtures. The amount of entrapped air is largely a function of aggregate characteristics and degree of consolidation.
A concrete mixture can experience variations on its air content. These variations are the result of different factors such as aggregate proportions, gradation, mixing time, temperature, and slump. Adequate control is required to ensure the proper air content at all times. Since the amount of air-entraining agent per batch is relatively small (i.e., 3 to 8 oz. per cubic yard of concrete), it is important to first disperse the agent in the mixing water prior to mixing, and then proceed with the mixing process. This is important to achieve proper spacing, size and uniform distribution of the air voids within the concrete to achieve adequate freeze and thaw protection of the concrete.
Effects of Entrained Air on Concrete
1. Durability (Freeze Thaw Resistance): Is improved as air voids act as reservoirs which relieve the pressure of expanding water as it freezes. This prevents damage to the concrete. Air entraining agent is added to concrete primarily for increased Freeze Thaw Resistance, or Durability.
2. Workability: Is improved. Sand and water contents can be reduced. The plastic mass is more cohesive and looks and feels “fatty” or “workable”. As water is reduced, segregation and bleeding of the mixture can also be reduced.
3. Resistance to Deicing: Surface scaling is reduced.
4. Sulfate Resistance: Is improved.
5. Strength: Is reduced (if the only change is increased air). Strength depends upon the voids/cement ratio. “Voids” is defined as the total volume of water plus air (entrained and entrapped). If all things remain equal, and the only affected factor is an increase in the amount of air voids, then the concrete strength will decrease. However, strength reduction can be minimized because the improved workability allows for a lower water-cement ratio.
6. Abrasion Resistance: About the same as non-air-entrained concrete of the same compressive strength.
FACTORS AFFECTING AIR CONTENT
1. Coarse Aggregate Gradation: For given cement content there is little change in air content when the maximum nominal size of the aggregate is increased above 1-1/4 inch. For aggregate sizes smaller than ¼ inch, the air content increases sharply as the size decreases because of the increase in mortar volume.
2. Fine Aggregate Content: An increase in the amount of fine aggregate causes an increase in air content with a given amount of air-entraining agent.
3. Cement Content: As the cement increases, the air content decreases.
4. Slump: The air content increases as the slump increases up to about 7 inches, and decreases with further increases in slump.
5. Vibration: Prolonged vibration should be avoided. Regardless of the slump, 15 seconds of vibration causes a considerable reduction in air content. If vibration is properly applied, little of the intentionally entrained air is lost. Air lost during handling and vibration consists mostly of entrapped air, which large bubbles are undesirable for strength and finishability.
6. Temperature: Less air is entrained as the temperature of the concrete increases.
7. Mixing Action: The amount of entrained air varies with the type and condition of the mixer, the mixing rate, and amount of concrete being mixed. Figure 5 shows the effect of mixing speed and mixing time in a transit mixer. Figure 6 shows the effect on air content as agitating time is increased.
The amount of air specified in air-entrained concrete depends on the type of structure and the extent of exposure to deicing chemicals, freeze-thaw cycles, and chemically reacting soils or waters.
A retarding admixture is a material that is used for the purpose of delaying the setting time of concrete. Retarders are used in concrete to:
1. Offset the accelerating effect of hot weather on the setting of concrete.
2. Provide time for placing, or finishing, critical members such as bridge decks or large piers.
All retarders, listed on the NCDOT approved list, also function as water reducers. These are frequently called “water-reducing retarders.” Some retarders also entrain some air in concrete. A retarded concrete may lose slump faster than a non-retarded concrete. Because some retarding admixtures react with certain air-entraining admixtures, they are introduced into the mixing water separately.
A water-reducing admixture is a material used for the purpose of reducing the quantity of mixing water required to produce a concrete mixture of a given consistency. These materials increase the slump of concrete for given water content. A water reduction of about 5% is possible for a given slump.
Many water-reducing admixtures may also retard the setting time of concrete. Some water-reducing admixtures can also entrain air into the concrete. An increase in strength can generally be obtained with water-reducing admixtures if the water content is reduced and if the cement content and slump are kept the same. A rapid loss in slump, and a significant increase in drying shrinkage, can result from the use of some of these admixtures. Therefore, trail batch tests should be made with job materials.
An accelerating admixture is used to accelerate the setting time and the strength development of concrete. The rate of strength gain in concrete can also be accelerated by:
1. Using Type III Cement
2. Lowering the water-cement ratio, or increasing the cement content
3. Cure concrete at higher temperatures
Most of the commonly used accelerators cause an increase in the drying shrinkage of concrete. Calcium chloride is the most commonly used accelerating admixture. Calcium chloride and other materials used as accelerators are not antifreeze agents. When used in normal amounts, accelerators can slightly reduce the freezing point of concrete by only a few degrees.
Many commercial accelerating admixtures contain calcium chloride and are not recommended for use in items such as:
1. Prestressed concrete
2. Concrete with embedded aluminum conduit
3. Concrete with galvanized steel reinforcement
4. Concrete subject to alkali-aggregate reaction
North Carolina Specifications do not allow the use of an accelerator except when approved by the Engineer.
High Range Water Reducing Admixtures (Superplasticizers)
A superplasticizer is a high range water reducing admixture. These materials reduce water in the 12 to 20% range. Dosage rates are typically specified in ounces of admixture per 100 lbs. of cement used in the concrete mixture. The dosage rate is usually recommended by the manufacturer.
Effects of using a superplasticizer
1. Recommended for concrete to the pumped or tremied.
2. Allows lower water-cement ratios, which will result in higher strengths.
3. Increased flow-ability for a placement where vibration cannot be achieved.
4. Labor could be reduced.
5. Shrinkage cracking may be reduced due to lower water content.
6. Recommended for precast work, such as prestress concrete, where early strengths are required to release concrete beds for production purposes.
Many superplasticizers lose workability within 30 to 60 minutes depending on conditions and dosage rates. Some may entrain air and retard the setting time. If slump becomes too high, it is possible to have segregation; drying shrinkage may also become a problem. Trial batches should be checked with job materials before using superplasticizers.
CFTSG-01-03
Alkali-Silica Reactivity (ASR) is a chemical reaction that deteriorates hardened concrete. The reaction occurs when alkali rich fluid present in concrete react with reactive siliceous minerals in the aggregate. The product of this reaction is a gel that may absorb water and increase in volume over time. The presence of the alkali-silicate gel does not always cause damage to the concrete; however gels of the appropriate formation can absorb large quantities of water. The major problem that results from the absorption of large quantities of water is that pressure generated by the increased volume ruptures the aggregate particles and causes cracking. Reactions usually become visible in five to ten years after placement of concrete. Typical indicators of ASR are random map cracking, closed joints, and spalled concrete.
The progress of the reaction can be extremely slow, and signs of ASR may only appear after the concrete is years to decades old. ​
CFTSG-01-04
Study Questions: NCDOT Components of Concrete
1. A mixture of cement paste and fine aggregate is called:
2. The chemical reaction between water and cement is called:
B. Cement Factor
C. Natural Cement
D. Unit weight
3. A pH value of 7.0 indicates:
4. The property that reflects the ease or difficulty in placing and finishing freshly mixed concrete, is called:
D. Harshness
5. A chemical, such as calcium chloride, used to “speed up” the setting time of concrete is called:
B. False set
C. Retarder
6. A significant loss of plasticity (without heat generation) shortly after the concrete is mixed is called:
A. Fineness of cement
C. False set
D. Batch Operator Error
7. The time it takes a cement paste to have the consistency of a stiff mass is known as:
A. High early strength
B. Flash set
C. Final setting
D. False set
8. The bonding agent used in a concrete mix is:
B. Set retarder
9. A by-product of the combustion of pulverized coal in a Coal-Fired power plant is:
10. A material used for the purpose of delaying the setting time of concrete is:
A. Retarding admixture
B. Water reducing agent
D. Superplasticizer
11. The pH limits of mixing water to be used in NCDOT concrete are:
A. 1.0 -12.0
B. 4.5 - 7.0
C. 4.5 - 7.5
12. The weight of one gallon of water is:
A. 6.65 pounds
B. 10.25 pounds
C. 8.33 pounds
D. 5.00 pounds
13. The ability of hardened concrete to resist the deterioration caused by weathering, chemicals, and abrasions is known as:
D. Workability
14. The specific gravity of Portland cement is:
B. 2.65
15. The NCDOT allowable range for air content in incidental and structural concrete is:
A. 2.0 - 5.5
B. 3.5 - 7.5
D. 4.5 - 8.5
16. The most important effect of entrained air in concrete is to:
A. Increase strength
B. Decrease mixing water
C. Increase workability
D. Increase durability
17. Concrete should have the desired slump before beginning any other tests.
18. Two desirable properties of an aggregate are (one correct answer):
A. High porosity and inert
B. Low absorption and abrasive resistance
C. High porosity and laminated
D. Laminated and cubical shape
19. In NCDOT mixtures fly ash may be substituted for Portland cement up to ______ by weight of the specified cement:
20. Which of the following has the greatest effect on the strength, durability, and water tightness of concrete:
A. Aggregate durability
B. Color of cement
C. Cement content
D. Water-cement ratio
CFTSG-01-05
02 - NCDOT Materials and Tests Letters and Policies
NCDOT 2 (a) – Determining Air Content of Fresh Concrete Containing Marine Limestone and Lightweight Aggregate
NCDOT III (a)
Subject: Determining Air Content of Fresh Concrete Containing Marine Limestone and Lightweight Aggregates.
• Use Volumetric Method, or “Roll-o-meter”, in accordance to AASHTO T 196 / ASTM C 173
• For Lightweight and Marine Limestone Aggregates
CFTSG-02-01
NCDOT 2 (b) – Making, Storing, Transporting Concrete Cylinders
PROCEDURES FOR USE OF THE 4” X 8” PLASTIC MOLDS
I. Preparing the 4” X 8” plastic molds for reuse.
1. Drill a small hole, approximately 1/8 inch in diameter, in the bottom of mold.
2. Seal the hole on the inside of the cylinder mold with tape to make the cylinder mold water tight.
3. Apply a light coat of lubricant (form oil, CRC, etc.) to the mold interior. This aids in separation of the mold from the concrete cylinder and helps prevent damage to the molds interior surface. Make sure there is no standing oil in the mold before placing any concrete in it.
II. Casting the 4” X 8” cylinders.
Note: A person who is currently certified by the Materials and Tests Unit as a Field Concrete Technician must make all concrete test cylinders.
1. Select and prepare a proper site for preparing the molds and making the test specimens. This location should be as close as possible to where the member is cast but far enough away to protect them from construction activities, vibrations or other disturbances.
2. Select a representative sample of concrete and remix it before making the cylinders. (See Concrete Field Technician Study Guide) For 4" x 8" cylinders only 2 layers are required. The tamping rod shall be a 3/8 inch diameter straight steel rod approximately 18 inches long, having a hemispherical tip. For specimens with a slump of 1" or less use a wooden flat or stake with a 1" x 1" dimension. Fill the cylinder with two layers, rodding each layer 25 times. In the case of 1" slump or less, penetration of the underlying layer is not required.
3. After casting the cylinders, seal them with opaque plastic caps. The initial storage of all cylinders should be in some type of curing box. A 32 quart or larger Igloo cooler works well. Ensure that the curing box and cylinders are level.
4. Protect the cylinders from vibration and other disturbances for the first 24 hours. Keep them in a moist condition at temperature between 60° and 80°F. Moisture can be maintained by simply putting a 1/4 inch of water in the bottom of the cooler.
III. Curing – Cure the cylinders until they are delivered to the laboratory. One or more of the following procedures can control a satisfactory temperature environment during the initial curing of the specimens: Use of ventilation, use of ice, use of thermostatically controlled heating or cooling devices, use of heating methods such as stoves or light bulbs.
IV. Transporting test cylinders to the laboratory.
Recommended procedure: Transport cylinders to the laboratory in the 4” X 8” plastic reusable molds.
a. Deliver the cylinders to the laboratory no later than 3 days (72 hours) after casting.
b. Do not allow the cylinders to roll or fall while transporting them to the laboratory. The Department has purchased cylinder crates that can store a maximum of 8 cylinders at one time. The crates will fit securely inside a 32-quart cooler. These crates are available through your local Section Concrete Technicians or can be picked up at the central laboratory.
c. Identify each cylinder by contract number, sample number, and date made.
V. Removal of Cylinders from the 4” X 8” reusable plastic molds at the laboratory by the Construction Technician.
Remove the cylinders at the laboratory with compressed air. Cylinders must be at least 24 hours old prior to removing them from the mold.
a. Remove the cap, turn the cylinder upside down, and apply air pressure to the hole in the bottom of the cylinder mold. The mold should then rise on the cylinder. If the cylinder cannot be removed from the mold with compressed air, carefully split one side of the mold with the tool provided at the lab.
b. Use a permanent marker to transfer the identification information to the cylinder. This is provide at the laboratory.
c. Laboratory personnel are not responsible for removing molds or marking cylinders.
VI. Reuse of the 4” X 8” plastic molds.
a. Inspect the 4” X 8” plastic mold before and after each use.
b. Check the plastic mold for warping, splitting, and pitting.
c. Discard the mold if it is deformed to the extent that it will not produce an acceptable cylinder.
Policy on Improperly Made, Stored, Handled or Transported Concrete Cylinders
1. Concrete cylinder specimens that do not conform to requirements of AASTHO T-23 will be marked as failing compressive strength requirements.
2. An investigation will be conducted by the local Concrete Technician to determine the cause of the deficiency and the acceptability of the concrete member it represents.​
3. If the investigation reveals that the technician was deficient in the making, curing, handling or transportation of the cylinders in an excess of three times, his/her concrete certification will be removed. In order for the technician to become re-certified, he/she must attend the full Concrete Field Technician school
The purpose of this process is to inform all parties involved with the on going problems of unsatisfactory handling and storage of concrete cylinders. It is not intended to remove certifications from trained technician. The methods for making, storage, handling and transporting of cylinders should follow the guidelines stated in AASHTO T-23, a copy of which is attached.
NCD​OT III (b)
Subject: Making, storing, and transporting concrete cylinders
• Store concrete cylinders in correct initial curing temperature after properly making.
• Transport cylinders in a protective manner to the testing facility.
• Low strength break results will result in an investigation.​
CFTSG-02-02
NCDOT 2 (c) – Minimum Sampling for Incidental and Structural Concrete
NCDOT III (c)
Subject: Minimum Sampling Frequencies for Incidental and Structural Concrete.
• Minimum sampling frequencies are established for three general categories of concrete:
a. Class B, A, AA concrete
b. Lightweight concrete
c. Drill pier concrete
• Sampling and testing frequencies are defined as a function of:
a. The number of truck loads in the placement operation
b. The volume of concrete in the placement operation
c. The instance when concrete cylinders are prepared
(c.1) Summary Chart
Class A, AA Concrete
​TEST ​BY LOAD? ​BY VOLUME? ​OTHER?
​SLUMP ​First Load
​Each 30 cy
​AIR CONTENT
​​First Load
​TEMPERATURE ​​First Load ​N/R
​TEST SPECIMENS ​Each Placement Operation
​Each 100 cy
​UNIT WEIGHT ​N/R ​N/R ​N/R
(CHACE)​
​Every Load ​N/R ​N/R
(c.2) Summary Chart
Class B Concrete
​TEST SPECIMENS
Minimum of one per mix, up to 100 cy, then each 100 cy (Randomly)
(c.3) Summary Chart
​UNIT WEIGHT ​First Load ​N/R ​Cylinders
(c.4) Summary Chart
DRILL PIER Concrete
​SLUMP ​Each Load
​N/R
(VOLUMETRIC or PRESSURE)
​TEMPERATURE ​​Each Load ​N/R
​TEST SPECIMENS Each Load
​UNIT WEIGHT ​Optional ​N/R ​N/R
​N/R ​N/R
CFTSG-02-03
NCDOT 2 (d) – Adding Air Entrainment Agent at the Job Site
NCDOT III (d)
Subject: Adding Air-entrained Agent (AEA) to Ready-mix Concrete at the Job Site.
Addition of AEA is permitted at the job site to bring concrete to within specifications provide that:
• Admixture is the same brand/type
• Liquid Admixture is diluted in 1 gal of water and directed to the back of drum
• Concrete is mixed, 30 revolutions minimum at mixing speed
• Admixture is added maximum 2 times
• Not to exceed:
- time allowed for placement
CFTSG-02-04
NCDOT 2 (e) – Concrete Mix Design New Numbering Scheme
NCDOT III (e)
Subject: Concrete Mix Design New Numbering Scheme.
• Replace previous 10 character mixture ID with new 14 character mixture ID
CFTSG-02-05
NCDOT 2 (f) – Instructions for Submittal and Acceptance of Concrete Mix Designs
The concrete producer submits a mix design on M&T Form 312U and includes supporting documentation for the mix to the Materials and Tests Unit by sending an email to a general account at concretedesigns@ncdot.gov which allows multiple people to access the design and provides a consistent email regardless of personnel.
The mix is then verified and entered into the database and a copy of the mix as it was entered into the database is sent back to the concrete producer to verify everything is correct.
Inspectors will still need to verify that the mix delivered is consistent with mixes approved in the database and meets the intended purpose as defined in the contract.
Anyone with HiCAMS access can print or view a copy of the current database mix design from HiCAMS. A NCDOT Concrete Mix Design Lookup Website has been created to show all approved mix designs numbers.
When needed and requested from the Resident Engineer's office, the Concrete Mix Design Engineer to can still add a comment to any mix design to adjust the mix for a specific purpose.
CFTSG-02-06
ETHICS POLICY REVISIONS
The holding of a public office by appointment or employment is a public trust. Independence and impartiality of public officials and employees of the Department of Transportation are essential to maintain the confidence of our citizens.
The members of the Board of Transportation, officers and employees of the North Carolina Department of Transportation have a duty to the people of North Carolina to uphold the public trust, prevent the occurrence of conflicts of interest, and endeavor at all times to use their position for the public benefit.
To this end, members of the board, officers, and employees of the Department of Transportation shall ensure that an atmosphere of ethical behavior is promoted and maintained at all times.
The major transportation functions of the North Carolina Department of Transportation (NCDOT) include highways, public transportation, motor vehicles, railways, bicycles, pedestrian facilities, aeronautics and ferries. The NCDOT is statutorily responsible for providing the necessary planning, construction, maintenance, and operation of an integrated statewide transportation system for the economical and safe transportation of people and goods as provided for by law, including the registration of transportation vehicles and driver’s license. It is in the public interest to establish policies on ethical conduct which set forth a code of behavior to be followed by employees of the NCDOT that is consistent with federal and state laws, as well as related Department policies. These policies on ethical behavior are intended to guide the actions of all employees of NCDOT.
Employees of the NCDOT are expected to maintain and exercise the highest ethical standards of conduct in the performance of their duties and responsibilities, and as a condition of employment shall abide by this policy. Employees of the NCDOT are expected to conduct themselves in a manner that prevents all forms of impropriety, to include but not limited to, placement of self interest above public interest, partiality, prejudice, favoritism and undue influence.
This policy applies to all employees of the NCDOT and shall be brought to the attention of each employee during orientation and during annual training by Human Resources. Failure to comply with this policy will be grounds for disciplinary action up to and including dismissal.
A conflict of interest arises when an employee’s private interest, usually of a personal, financial or economic nature, conflicts or creates the appearance of a conflict with the employee's public duties and responsibilities.
A gift is anything of value given without compensation.
A favor is any opportunity, service, accommodation, use of facility, or other benefit made available for less than fair market or normal value given in exchange for being influenced in the discharge of one’s duties and responsibilities.
Employee for the purposes of this policy shall mean both State officer and employee holding an office or employment with the North Carolina Department of Transportation.
Family for the purposes of this policy includes spouse, you and your spouse’s children, parents, in-laws, step-parents, step-child, step-sibling, grandchildren, brother, sister, uncle, aunt, first cousin, also any dependent person living in the same household.
No employee shall have any interest, financial or otherwise, direct or indirect, or engage in any business, transaction or activity that is in conflict or could appear to be in conflict with the proper discharge of his or her duties. An appearance of a conflict of interest exists when a reasonable person would conclude from the circumstances that the employee’s ability to protect the public interest, or perform public duties, is compromised by personal interest. Examples of conflict of interest are as follows:
A. Misuse of Official Position
No employee shall use or attempt to use his or her position with the NCDOT to secure unwarranted privileges or advantages for himself, herself or others.
B. Contracts and Purchasing Order Agreements
No employee authorized to draft, negotiate, administer, accept or approve any contract, subcontract or purchase order agreement on behalf of the State, or any member of his/her family, shall have, directly or indirectly, any financial interest in such contract, subcontract or purchase order agreement.
In an effort to avoid the appearance of impropriety while conducting the public’s business, employees will be restricted from accepting any employment or engaging in any relationship following their employment with NCDOT with any business entity in connection with any contract, subcontract or purchase order agreement that they participated in any of the following activities:
1. Drafting the contract, subcontract or purchasing order agreement;
2. Defining the scope of the contract, subcontract or purchasing order agreement;
3. Selection of the business entity for services;
4. Negotiation of the cost of the contract, subcontract or purchasing order agreement, including calculation of man-hours, fees or extent of services;
5. Administration of the contract or purchase order agreement.
This section is not intended to prohibit employment with a business entity if the employment is on work other than the specific contract, subcontract or purchase order agreement with which they were involved. An exception to this section of the policy may be granted when recommended by the Secretary of Transportation and approved by the Board of Transportation.
C. Real/Personal Property
No employee or member of his/her family shall use an employee’s position to profit from, directly or indirectly, an interest in real or personal property.
D. Business Opportunities
No employee or member of his/her immediate family shall accept any business or professional opportunity when such person knows, or reasonably should know, that the opportunity is being afforded to them with the intent to influence the performance of the employee’s official duties.
E. Outside Employment and Activities
In accordance with NCDOT Secondary Employment policy, the employment responsibilities to the State are primary for any employee working full-time and and other employment in which that person chooses to engage is secondary. An employee shall have the approval from the division, branch or unit manager before engaging in any secondary employment.
No employee shall accept employment or render services for any private or public interest when that employment or service is in conflict with the discharge of his or her official duties or when that employment may tend to impair his or her objectivity or independence of judgement in the performance of such duties or induce them to disclose confidential or any information gained through their State duties.
No employee shall, directly or indirectly, use, disclose, or allow the use of official information which was obtained through or in connection with his or her official duties and which has not been made available to the general public for the purpose of furthering the private interest or personal profit of any business entity or person, including the employee.
II. Gifts and Favors
No employee should knowingly, directly or indirectly, ask, accept, demand, exact, solicit, seek, assign, receive, or agree to receive anything of value for the employee or for another person, in return for being influenced in the discharge of the employee’s duties and responsibilities.
No employee shall solicit for a charitable purpose a gift from a subordinate employee, except as provided in NC Gen. Stat. Section 138A-32 (b).
No employee shall solicit or accept, directly or indirectly, on behalf of himself or herself or family member, any gift or favor from a contractor, subcontractor, vendor, supplier, lobbyist or any other individual or other business entity that:
1. Has or is seeking to obtain contractual or other business or financial relations with the Department;
2. Conducts operations or activities that are regulated by the Department;
3. Have interests that may be substantially affected by the performance or non-performance of the employee’s official duties.
Exceptions to this section, gifts and favors, are noted in NC Gen. Stat. Section
138A-32 (e).
Any such gift or favor received from a contractor, subcontractor, supplier, lobbyist or any other individual or other business entity must be reported and
remitted immediately through the appropriate chain of command to the secretary of Transportation.
Employees are urged to consult with the Division of Human Resources, Classification, Compensation & Policy Unit staff when an ethical question arises under this policy.
IV. Distribution and Training of Ethics Policy
A copy of this policy will be presented to all new employees at the time of employment and posted in a conspicuous place throughout the Department and made available on the NCDOT web site.
Training shall be provided by Human Resources every other year.
This policy will be enforced by the Secretary of Transportation. Failure to comply with the above policy will be grounds for disciplinary action up to and including dismissal from employment with the NCDOT. Conflicts of interest or unethical behavior that defrauds the Department , vendor, contractor, subcontractor, or supplier may also be violations of criminal law an may result in criminal prosecution.
Any employee who identifies a conflict of interest shall disclose the same promptly in writing through appropriate management channels to the Secretary of Transportation.
CFTSG-02-07
North Carolina State Law G.S. Chapter 136, Roads and Highways
13.2 Falsifying highway inspection reports.
(a) Any person who knowingly falsifies any inspection report or test report required by the Department of transportation in connection with the construction of highways shall be guilty of a Class H Felony.
(b) Any person who directs a subordinate under his direct or indirect supervision to falsify an inspection report or test report required by the Department of Transportation in connection with the construction of highways shall be guilty of a Class H Felony.
Punishment for a Class H Felony can result in up to 10 years in jail, up to $10,000.00 in fines, or both.
Federal Law Title 18-Crimes and Criminal Procedure
Part I- Crimes
Chapter 47- Fraud and False Statements
Section 1020. Highway Projects
Whoever, being an officer, agent, or employee of the United States, or of any State or Territory, or whoever, whether a person, association, firm, or corporation, knowingly makes any false statement, false representation, or false report as to the character, quality, quantity, or cost of the material used or to be used, or the quantity or quality of the work performed or to be performed, or the costs thereof in connection with the submission of plans, maps, specifications, contracts, or costs of construction of any highway or related project submitted for approval to the Secretary of Transportation; or Whoever knowingly makes any false statement, false representation, false report, or false claim with respect to the character, quality, quantity, or cost of any work performed or to be performed, or materials furnished or to be furnished, in connection with the construction of any highway or related project approved by the Secretary of Transportation; or
Shall be fined under this title $10,000.00 or imprisoned not more than five years, or both.
Falsification of Records is defined as the changing or misrepresentation of Data or Tests. Falsification also includes the destruction or alteration of records.
CFTSG-02-08
03 - NCDOT Forms
NCDOT M&T Concrete Forms
​Concrete Batch Ticket
Concrete Batch Ticket (M&T 903)
Concrete Batch Ticket - PDF Fillable Form (M&T 903)
​Concrete Mix Design Form
Concrete Mix Design Form Example (Form 312U3)
Concrete Mix Design Form Blank (Form 312U3)
​Daily Concrete Plant Report
Daily Plant Report on Ready Mixed Concrete Operations (M&T 250)
​Concrete Sample Card
Concrete Sample Card
CFTSG-03-01
04 - Field Test Procedures and Standards
Testing of Portland Cement Concrete
The NCDOT goal is to insure that a durable, quality and economic concrete material is produced, delivered and installed in all concrete structures owned by the State of North Carolina. In doing so, the NCDOT maintains a quality assurance process that includes field testing of all concrete used in NCDOT projects to verify compliance with NCDOT specifications and requirements. Field tests are run by an NCDOT approved inspector. As of July 1st 1992, the concrete inspector must be a certified concrete technician in accordance with both NCDOT and ACI requirements.
The test type, ranges of acceptability, and associated policies and directives are included in sections I, II and III of this book as specified by the NCDOT in its most current specifications. As noted in section III (c), the NCDOT requires that each test be conducted with a minimum frequency criteria. Section IV presents information concerning procedures for mixture submittal, and for recording and reporting field tests in compliance with NCDOT specifications. Section V presents information concerning acceptable test procedures, which must be performed in accordance to the noted ASTM and AASHTO standards.
The following table presents a summary of the field tests, and their corresponding standard test method, required by the NCDOT.
TESTS NCDOT (AASHTO) ACI (ASTM)
Temperature of Freshly Mixed Concrete C-1064
Sampling Freshly Mixed Concrete T-141 C-172
Slump of Hydraulic-Cement Concrete T-119 C-143
Density (Unit Weight) T-121 C-138
Air Content by Pressure Meter T-152 C-231
Air Content by Volumetric Method T-196 C-173
Making and Curing Test Specimens T-23 C-31
Air Content by Chace Indicator* T-199
In general, field tests required by the NCDOT focus on the strength, consistency, air content, and temperature characteristics of the concrete mixture.
Strength tests are of two types: compressive and flexural. Compressive strength tests are normally run on structural and incidental concrete elements as classified by the NCDOT. Flexural strength tests are normally run on pavement concrete mixtures. The consistency of the fresh concrete is determined by measuring its slump. Abnormal variations in slump can provide an indication of changes affecting the concrete mixture that could in turn affect the in-place quality and performance of the concrete. Tests for air content are conducted utilizing the Chace indicator (in all truck loads), the pressure meter (in all normal-density concrete), and the volumetric meter (in all concrete made with lightweight and marine limestone aggregates as noted in section III (a)).
Except for strength tests (which are normally tested several days after the mixture is in place), all other field tests provide immediate feedback concerning compliance of a concrete mixture with NCDOT requirements for consistency, temperature, and air content. Concrete can be rejected in accordance with applicable NCDOT policies for the test and the type of concrete or structure under control. Section II includes information relevant to actions and procedures for instances when a test falls outside acceptable limits.
CFTSG-04-01
ASTM C 1064 – 05 Temperature of Freshly Mixed Hydraulic-Cement Concrete
TEMPERATURE FOR FRESHLY MIXED CONCRETE (ASTM C-1064)
1. Run temperature test on first load and when cylinders or beams are made.
2. Use a calibrated thermometer.
3. Insert probe into sample a minimum of 3 inches for a minimum time of two minutes. The probe shall be surrounded by at least 3 inches of concrete in all directions.
4. Record temperature to the nearest 1º F.
5. Concrete temperature for incidental and structural concrete, 50º - 95º for all except bridge decks and drilled piers. Bridge deck and drill pier concrete placement temperature is 50º - 90º F. Cold weather specifications applies when one of the components is heated. When a component is heated, the temperature range is 55º - 80ºF.
6. Temperature test must be completed within 5 minutes after obtaining sample.
CFTSG-04-02
ASTM C 172 – 04 Sampling Freshly Mixed Concrete
SAMPLING FRESHLY MIXED CONCRETE (ASTM C-172)
1. Upon arrival of the concrete on the project the inspector checks the batch ticket to verify the project number and class of concrete match up with the mix design. The inspector notes the time batching is completed to ensure placement time is not exceeded. Also the inspector determines based on the batch ticket how much water is allowable to be added.
2. The contractor verifies that the mix will provide the workability required. If additional water is needed the contractor is allowed to add up to the limit the inspector communicates.
3. Once the contractor adds all water to be used the inspector samples the concrete. The acceptance tests for slump and air must begin within 5 minutes of the time the sample is obtained. Temperature test should begin immediately.
4. Test specimens are to be made within 15 minutes after obtaining the sample.
5. Concrete should be sampled from the discharge end of placement. If concrete is pumped, the sample shall be obtained from the end of the pump for acceptance testing.
6. Obtain the sample by passing the receptacle through the entire discharge stream or divert the stream completely into a sampling container.
CFTSG-04-03
ASTM C 143 – 05a Slump of Hydraulic-Cement Concrete
The equipment needed to run the slump test is shown above. The slump cone, a tamping rod, a scoop, a ruler, and a non-absorbent surface that is stable and level.
Thoroughly remix the sample of concrete prior to testing.
Remember: Air, Temperature and Slump tests must be started within 5 minutes after the composite sample is prepared. The temperature test must be finished within these first 5 minutes.
Moisten the slump cone and the testing surface prior to filling of the cone.
Stand on the foot pieces to hold the cone firmly in place. Do not step off at any time until cone is to be lifted.
Fill the cone mold 1/3 full by volume with concrete (2 5/8 in. depth), distributing concrete evenly.
Rod the first layer 25 times. Slightly incline rod, distributing rodding strokes over entire cross section of the cone, penetrating the entire depth of the layer. DO NOT tap the side of the cone.
The second layer is to be filled up to 2/3 by volume (6 1/8 in. depth), distributing concrete evenly.
Rod the second layer 25 times, the rod should penetrate the first layer by 1 in. DO NOT Tap the sides of the cone.
Fill the third and final layer until concrete overflows.
Rod 25 times with the rod penetrating 1 in. into the second layer. Distribute the strokes evenly. DO NOT tap the sides of the cone. Keep the 3rd layer full at all times.
Strike off all excess concrete. Make sure you do not step off the cone at this time.
Clean any excess concrete from the top and around the cone, making sure the cone is completely full.
Immediately after completion of cleaning, place hands on the handles and supply downward pressure, then remove feet while holding the cone firmly.​
Lift the cone in a steady upward motion with no twisting. This operation must be completed between 3 and 7 seconds.
Invert the cone and place the rod across the top. Measure the distance from the rod to the original displaced center to the nearest 0.25 in. Record the slump. The time limit for this operation is 2.5 minutes.​
Clean your equipment. Do not reuse the tested concrete. Do not perform a slump test until all water has been added to the load (this includes adding water at the site). If the slump is out of specification, immediately clean up equipment and perform another test.
CFTSG-04-04
ASTM C 138 – 01a Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete
DENSITY (UNIT WEIGHT) TEST ASTM C-138
The equipment needed to run the unit weight test is shown above. A scale, a unit weight bucket, a tamping rod, a scoop, a rubber mallet, a strike-off plate, a calculator, pencil, and paper, and a level surface.
Record a weight of the bucket empty.
Moister and/or clean the unit weight bucket, and empty excess water.
Fill the measuring bucket with concrete to about 1/3 of its volume, distributing concrete evenly.
Rod the first layer without hitting bottom of the bucket. Distributing rodding strokes over entire cross section of the bucket, penetrating the entire depth of the layer.
Consolidate the concrete by tapping the sides of the bucket 10 – 15 times.
The second layer is to be filled to approximately 2/3 of the measure volume, distributing concrete evenly.
Rod the second layer, penetrating the first layer by 1 in.
Consolidate second layer by tapping side of bucket 10 – 15 times.
Fill the third and final layer. Rod the third layer with the rod penetrating 1 in. into the second layer. Distribute the strokes evenly.
Tap 10 – 15 times to consolidate.
Place strike-off plate covering 2/3 of surface of the bucket. With a side to side sawing motion, bring plate toward you creating a smooth finish.
Place the strike-off plate again on the bucket, covering about 2/3 of the top surface. Continuing with the side to side sawing motion, force the plate in the forward direction creating a smooth finish. Repeat strike-off plate operation if necessary until a smooth surface is achieved.
Clean off all excess concrete from the sides, handles, and bottom of the bucket.
The amount of concrete should be LEVEL with the top of the bucket. Weight the bucket full of concrete and calculate the unit weight.
NOTE: If bucket volume is 0.5 ft3 or smaller, each layer is rodded 25 times. If bucket volume is greater than 1.0 ft3, then each layer is rodded 50 times.
CFTSG-04-05
ASTM C 231 – 04 Air Content of Freshly Mixed Concrete by the Pressure Method
​TYPE B PRESSURE AIR METER ASTM C-231
The equipment needed to run the air content test is shown above. Includes: a measuring bowl and cover assembly, a tamping rod, a scoop, a rubber mallet, a strike-off bar, a syringe, and a level surface. Thoroughly remix the sample of concrete prior to testing.
Clean the measuring bowl and all the equipment to be used, drain any excess of water.
Fill the first layer with concrete to about 1/3 of the volume of the bowl, distribute the concrete evenly.​
Rod the first layer 25 times. Distribute rodding stokes over the entire cross section of the measuring bowl, penetrating the entire depth of the layer.​
Tap the sides of the measuring bowl 10 – 15 times to consolidate the concrete.
The second layer is to be filled up to 2/3 of the volume of the measuring bowl (this is equivalent to filling up to 2/3 of the height of the bowl), distributing concrete evenly.
Rod the second layer 25 times, penetrating the first layer by 1 in.
Consolidate the second layer by tapping the sides of the bowl 10 – 15 times.
Fill the third and final layer (slightly overfill).
Rod 25 times, the rod penetrating 1 in. into the second layer. Distribute the strokes evenly.
Tap the sides 10 – 15 times to consolidate.
Remove all excess concrete with the strike-off bar, creating a smooth finish.
Clean the rim/flange of any concrete residue. The rim/flange must be clean moist before the cover assembly is applied. A damp rag or towel is helpful.
Moisten and clean the cover assembly gasket to ensure a good seal. Do not clean the lid over the base of the meter.​
Note: NCDOT requires that both petcocks be closed prior to installing the cover assembly. Close the airbleeder valve (the rounded one on the air chamber, which controls the air pressure in the pump chamber). Install the cover assembly. Use the clamps to secure the cover assembly tightly on to the base. Secure opposite clamps simultaneously.
After installing the cover assembly, open both petcocks. Keep the bleeder valve closed (the rounded one located in the chamber). Use the syringe to inject water into one petcock until it flows out the other.
Keep both petcocks open. Check the gauge to make sure there is no prior pressure reading (the needle is in its “hands free” zone). Pump air into the air chamber until the gauge needle reaches the equipment’s “initial pressure line”. Allow a few seconds for the gauge to stabilize. Use the airbleeder valve to adjust the chamber’s air pressure until the gauge reading is at its “initial pressure line” (each equipment can have its own, calibrated, initial pressure line).
Tap the gauge lightly, again, this will stabilize the gauge needle.
Close the petcocks. Press the air needle valve (the one with the lever) to release air in to the bowl base. Wait for the gauge needle to stabilize. Tap the sides of the measuring bowl with the mallet to relieve local constraints.
Tap the gauge lightly, and then repress air needle valve again to release any trapped air. Tap gauge lightly to stabilize. Read the percentage of air directly off the gauge. Subtract the aggregate correction factor and record.​
PRESSURE AIR METER CALIBRATION INSTRUCTIONS
​1. Screw short piece of tubing tightly into petcock hole on underside of cover (note which petcock). Fill base with water. Clamp cover to base.
2. Using syringe, inject water into petcock having short tubing until water is expelled through opposite petcock.
3. Pump until gauge reads slightly beyond pre-established initial pressure line (generally 3%). Wait a few seconds. If necessary, pump or bleed- off air to adjust gauge hand to initial pressure line.
4. Close petcocks. Press needle valve lever to release air into base. Wait a few seconds until gauge hand stabilizes. Gauge should read 0% if initial pressure line was correct. If two or more tests produce consistent variations from 0%, change initial pressure line to compensate for variation. Use new initial pressure line for subsequent tests.
5. Screw curved tube into petcock having short tubing. Open petcock. Press needle valve lever and fill calibrating vessel.
6. Open opposite petcock allowing water in curved pipe to run back into base. Base now contains 5% air.
7. Pump up air pressure to initial pressure line (3%). Close petcocks. Press needle valve lever. Wait a few seconds for needle to stabilize. Press lever again to release any remaining air. Gauge should now read 5%.
8. If two or more tests show gauge reads incorrectly at 5% air in excess of .2%, then reset gauge hand by turning recalibrating screw on gauge hand (on older meters, screw is on dial face).
9. When gauge hand reads correctly at 5%, additional water may be withdrawn in the same matter to check results 10%, 15%, 20%, etc.
*** Forney offers a full-time SERVICE REPAIR DEPARTMENT. Contact “Customer Service” @412-346-7400.
TYPE B PRESSURE AIR METER CALIBRATION
The equipment needed to calibrate the Type B meter is shown above. The meter base and lid, 5% calibration cylinder, tubing, and a surface that is stable and level.
Screw the short piece of tubing into petcock hole on underside of cover (note which petcock)
Securely clamp the lid onto the base. Alternate side clamps should be tightening simultaneously.
Using syringe, inject water in to petcock having short tubing until water is expelled through opposite petcock.
Pump air meter until gauge reads slightly beyond pre-established initial pressure line.​
Wait a few seconds. If necessary, pump or bleed off air to adjust gauge hand to the initial pressure line.
Close the petcocks.
Press needle valve level to release air into base. Wait until gauge hand stabilizes. Gauge should now read 0% if initial pressure line was corrected.
Screw curved tube into petcock having short tubing. Open petcock. Press needle valve level and fill calibrating vessel.
Open opposite petcock allowing water in curved pipe to run back into base. Base contains 5% air.
Pump up air pressure to initial pressure line (typically 3%)
Close petcocks. Leave curved tube attached to lid.
Press needle valve lever. Wait needle to stabilize. Press lever again to release any remaining air. Gauge should now read 5%.
If two or more tests show gauge read incorrectly at 5% air in excess of 0.2%, then reset gauge hand. Remove cover from gauge to make adjustment.
Adjust the gauge hand by turning the recalibration screw on the gauge face. (For airpots issued by the department, the concrete technician should be contacted to make this adjustment).
CFTSG-04-06
ASTM C 173 – 01 Air Content of Freshly Mixed Concrete by the Volumetric Method
​VOLUMETRIC METHOD (ROLL-O-METER) ASTM C-173
Dampen roll-o-meter bowl. Pour off excess water.
Fill the 1st layer with concrete to about half of the volume of the bowl.
Rod the first layer 25 strokes
Tap the sides of the bowl 10-15 times to consolidate the concrete.
Slightly overfill the base. Rod the 2nd layer twenty five times, penetrating the 1st layer one inch. Tap the mold 10-15 times with the mallet to consolidate.
Remove excess concrete with a strike off bar, creating a smooth finish.
Clean the rim of any concrete residue.
Moisten and clean the lid gasket. Clamp top to the base.
Insert the funnel to add water.
Add at least 1 pint of water through funnel.
Measure the amount of 70% isopropyl alcohol to be used and add through the funnel.
Continue adding water though funnel until water level is visible in the glass.
Remove the funnel once the fluid level is visible in the glass.​
Continue filling with water to the zero mark.
Once the water level is on the top mark (zero line), place the cap on.
Invert meter and begin agitation. The meter is agitated for a minimum of 45 seconds.
After a maximum time of 5 seconds, drop base downward. Invert and drop continually for a minimum of 45 seconds.
Begin the rolling process, vigorously rotating the meter forward and backward for minimum of 1 minute.
After rolling, set meter upright, remove cap, and let the fluid level stabilize for a minimum of 2 minutes. If the level does not stabilize within 6 minutes, the test is invalid.
Once the level is stable read the fluid level to the nearest quarter percent.
After the first reading, place the cap back on and begin the rolling process again for a minimum of 1 minute.
Remove cap, allow the fluid level to stabilize for a minimum of 2 minutes, and read to the nearest of quarter inch. The reading must be within quarter percent of the initial reading. If second reading is not within ¼ % of the first reading, the rolling process must be performed for a third and final time.
After the final reading is accomplished, disassemble the meter, dump out the contents of the base, and examine for undisturbed tightly packed concrete. If undisturbed concrete is present, the test is invalid. Also, if the 3rd reading, if needed, is not within ¼ % of the 2nd reading the test is invalid and a new sample is required.
​The final air content is equal to the Final Meter Reading minus the correction for large amounts of alcohol plus the number of calibrated cups of water added. The air content is reported to the nearest quarter of a percent.
When less than 2.5 pints of alcohol is used and calibrated cups of water are not added, the final meter reading is the air content of the sample of concrete tested.
When 2.5 or more pints of isopropyl alcohol are used subtract the correction determined in Table 1 of ASTM C-173 section 4.
CFTSG-04-07
ASTM C 31 – 03a Making and Curing Test Specimens in the Field
​MAKING AND CURING TEST SPECIMENS IN THE FIELD (ASTM C-31)
1. Obtain a representative sample from the middle of the load by passing the receptacle through the entire discharge stream or divert the stream completely into the receptacle.
2. The minimum size sample obtained shall be one cubic foot.
3. Air, slump, and temperature tests must be run before cylinders are molded.
4. Transport the sample to the location at which the cylinders are to be made. The process of making the cylinders should begin no later than 15 minutes after obtaining the sample.
5. Cylinders should be made simultaneously. One sample consists of two cylinders.
6. After molding, the specimens should be left in place and protected for a minimum of 20-24 hours. The air temperature surrounding the cylinders shall be 60-80°F.
7. Cylinders should be transported to the lab no later than 72 hours after molding.
8. Maintain the specimens in the field at a temperature of 60-80°F.
9. A sample card should be filled out and submitted with the cylinders.
10. Remove the molds at the lab and write project number, sample number, and the date made on each cylinder.
CFTSG-04-08
AASHTO T 199 – 00 Air Content of Freshly Mixed Concrete by the Chace Indicator
​CHASE INDICATOR TEST (AASHTO T-199)
The equipment needed to run the chace indicator test is shown above.
Obtain a sample of mortar using the spatula, make sure to exclude particles greater than #10 sieve. Overfill the brass cup.
Rod the sample 10 – 15 times, tap the sides of the cup (say 10 -15 times). This will consolidate the mortar. If larger particles are detected during the rodding and/or tapping stages, remove them. If necessary, add mortar with the spatula, rod and tap the sides again.
Strike off any excess mortar to be flush with the top of the cup.
Clean the cup, insert the cup into the calibrated glass indicator. Fill indicator with 70% isopropyl alcohol to the top line of the stem (so the bottom of the meniscus is in line with the “zero” mark). DO NOT OVER FILL. DO NOT DISTURB CUP. Remove any excess alcohol by gently flicking your wrist, then add alcohol as needed so the bottom of the meniscus is in line with the “zero” mark.
Place thumb on the stem opening and gently roll indicator from a vertical to a horizontal position several times. While rolling with one hand, tap the sides of your rolling hand with your other hand.
With the indicator in a vertical position, count the number of marks from the “zero” line of the stem to the bottom of the meniscus of the alcohol level. Record to the alcohol level to the nearest 0.25% (this is your “stem reading”). Correct the air content using Tables 1 and 2 on the back of M&T Form 903. Record the air content to the nearest 0.10 %.
Notes: When using Table 1, round the Mortar Content to the whole number. For example, 16.4 would round to 16. 16.5 would round to 17. To get the Curve Correction using Table 2, round the Mortar Corrected Air Content to the closest half. If the Mortar Corrected air is 4.7, use 4.5 on the table. If the Mortar Corrected air is 4.8, use the closest number, which is 5.0. Base the Curve Correction on the rounded number.
(Click for Fillable M&T 903 Form)
CFTSG-04-09
05 - Study Questions
​THE TESTING OF PORTLAND CEMENT CONCRETE
1. In making a slump test:
a. The cone should be filled in ___________ layers.
b. Each layer should be equal ___________ .
c. Each layer should be rodded ____________ times.
d. The cone should be rapped with a rod ___________ times.
e. The cone (should, should not) be rotated slightly when lifted.
f. The cone should be raised within _______ to _______ seconds.
g. In filling the slump cone, one-third of the volume of the mold fills to a depth of _______ inches; two thirds of the volume fills to a depth of _______ inches.
2. The amount of slump, as determined by the slump cone, is calculated by measuring the difference between the height of the mold and the height over the displaced center of the top of the specimen.
True______ False_______
3. Slump is a good measure of concrete.
b. Flowability
4. Using the following information, determine the unit weight of a concrete mixture:
Weight of empty bucket 15.62 lbs
Weight of full bucket 52.69 lbs
Volume of bucket 0.33 Cu. Ft.
5. When checking the air content, the Pressure Method AASHTO T-152 is not as reliable as the Chace Indicator AASHTO T-199.
6. When checking the air content on structure concrete, the Chace Indicator AASHTO T-199 should be run on the first load and a random load in each four load “lots” thereafter and when test cylinders are made.
7. Concrete should have the desired slump before any type of air check is made or before test cylinders are made.
8. What is the minimum size sample for preparing test specimens for concrete strength tests? (ASTM C-172)
a. 0.1 Cu. Ft.
b. 0.5 Cu. Ft.
c. 1.0 Cu. Ft.
9. What is the correct method to “perform sampling” (i.e., collect the concrete sample) when the concrete is delivered to a job site by means of a revolving drum mixer truck , or an agitator truck.
a. Wait until the concrete is in the forms and perform sampling in the forms.
b. Perform sampling by passing the receptacle through the entire discharge stream, or by diverting the stream completely so that it discharges into a container.
c. Wait until the concrete is deposited in a bucket and perform sampling in the bucket.
10. The sample should be remixed, (just prior to making the test specimens), protected from the sunlight and wind during the period between taking and using, but in no case when time exceeds:
11. When curing test cylinders for the first 20 to 24 hours, they must be kept moist and at temperature between:
a. 40 to 50 deg. F.
b. 60 to 80 deg. F.
c. 90 and above
12. Test cylinders should be sent to the laboratory for standard curing, within 7 days.
13. When test cylinders are being made on a truckload of concrete, what other type test should be run on the same load of concrete?
ANS:_______________________________________________
CFTSG-05-01
06 - Terms and Definitions
Do’s and Do Not’s Of Sampling and Testing Portland Cement Concrete
Do - Get a copy of approved DOT batch ticket from truck driver as soon as concrete arrives on project.
Don’t - As DOT Inspector, instruct the truck driver to add water to a load of concrete (Contractor’s Responsibility).
Don’t - Sample concrete for any test until all water is added and mixing revolutions completed.
Do - ​Run Chace Air Indicator Test before allowing any concrete to be placed into forms (With calibrated Chace Indicator 70% Isopropyl Alcohol).
Don’t - Sample the first quantity of concrete discharged from truck mixer for any test.
Do - Divert entire discharge stream into sampling container when sampling from truck mixer.
Don’t - Sample concrete deposited on bucket or forms.
Don’t - Exceed allowed water/cement ratio.
Do - T​ake Representative Sample — (For cylinders out of middle portion of load).
Do - Take minimum size sample when making test cylinders of one cubic foot.
Do - R​un all tests according to prescribed procedures.
Do - R​emix sample thoroughly before running any field test.
Don’t - U​se concrete for more than one field test.
Do - R​un all field tests immediately after securing the sample with all test being completed within 15 minutes after the sample is taken.
Do - Protect and cure cylinders first 20 to 24 hours after making and get them to the Laboratory for standard curing and protection as soon as possible after first 24 hours, but no later than seven days after making.
Don’t - Make cylinders where there is any movement or vibrations of heavy equipment, etc., that may damage them during first 20 to 24 hours.
Do - Rerun any failing field test before rejecting a load of concrete.
Don’t - Move cylinders after they are made within first 20 to 24 hours (Cylinders may be moved immediately for protection).
​Do - Record all field test accurately and sign name certifying accuracy of information.​
CFTSG-06-02
Accessing NCDOT Test Results
Access to M&T Concrete Sch​ool Grades (Click)
​​​​Scroll down toward bottom
Locate the date, class and site where exam was taken
​The grade will be listed by the first letter of the last name and the last 4 digits of the Social Security Number.
CFTSG-06-03
​AASHTO – American Association of State Highway and Transportation Officials
Absorbed Moisture – The moisture within the pores and capillaries of an aggregate.
Accelerator – A chemical, such as Calcium Chloride, used to “speed up” the setting time of concrete.
Acid Water – Water which contains concentrations of hydrochloric, sulfuric or other common acids.
Aggregate – An inert filler material, such as crushed stone, gravels, and sand which is mixed with cement and water to make concrete.
Air-dry – A condition at which an aggregate particle is dry on the surface but contains moisture within the pores of the aggregate.
Air Entraining Agent (AEA) – A chemical composed of surfactants which when added to concrete entrains microscopic air voids in the concrete.
Air Entrained Concrete – Concrete which has had an air entraining agent added to entrain minute air bubbles that are distributed uniformly throughout the cement paste.
Alkaline Water – Water which contains concentrations of sodium hydroxide, potassium, or other hydroxide.
Bleeding of Concrete – A condition whereby an excess amount of mixing water is accumulated on the surface of plastic concrete. This condition is caused by settlement and consolidation of the plastic concrete.
Cement – The bonding agent used in a concrete mix.
Cement Factor – The number of bags or pounds of cement in one cubic yard of concrete.
Coarse Aggregate – Aggregate larger than about 1/2” in diameter, usually referred to as stone or gravel.
Consistency – A condition of plastic concrete which relates to the repeatability of its plastic properties such as cohesion, wetness, and flow. The consistency of a concrete mixture can be measured by the slump test.
Daily Placement Operation – The amount of concrete placed per day of a designated concrete mix design.
Deleterious Substances in Aggregates – Undesirable substances that may be found in aggregates. These harmful substances include organic impurities, silty clay, coal lignite, and certain lightweight and soft particles.
Durability – The ability of hardened concrete to resist the deterioration caused by weathering (freezing, thawing, heating, cooling, wetting, drying, etc.) chemicals, and abrasions.
False Set – A significant loss of plasticity shortly after the concrete is mixed.
Fine Aggregate – A natural silica or manufactured aggregate smaller than about 1/4” in diameter, normally referred to as sand.
Fineness of Cement – The particle size to which cement is ground. The fineness of cement affects the rate of hydration. As cement fineness increases, the rate of cement hydration increases and causes acceleration in strength development.
Free Moisture – The moisture on the surface of an aggregate. The amount of free moisture is the difference between the total moisture and the absorbed moisture.
Freeze-Thaw Resistance of an Aggregate – A condition related to an aggregate’s porosity, absorption and pore structure.
Harsh Mix – A coarse mix which is difficult to place and finish. This usually indicates that the mix does not contain enough fine aggregate to provide a dense, workable mixture. A harsh mix segregates easily because it is not cohesive.
Heat of Hydration – The heat generated when cement and water react.
Hydration – The chemical reaction between water and cement.
Loss on Ignition – Loss on ignition (LOI) is determined by heating a cement sample of known weight to between 900°C and 1000°C until a constant weight is obtained. The weight loss of the sample is then determined.
Mortar – Product resulting from combination of cement paste (cement, water, and admixture) and fine aggregate.
Natural Cement – A cement which has not been controlled in its making. It is generally found in its natural state.
Oven-Dry – A condition of an aggregate which contains no moisture either absorbed or free.
pH – The measure of hydrogen ion concentration. The pH value of neutral water is 7.0; values below 7.0 indicate acidity and those above 7.0 indicate alkalinity.
Placement Operation – The process of pouring plastic concrete in a structure, pavement, or incidental item. Each item is considered to be a placement operation. Items range from bridge decks to pave ditches.
Portland Cement – A manufactured product obtained by heating to a clinker and then pulverizing the combination of properly proportioned limestone, marl, shale, or clay, silica sand, and iron ore.
​Portland Cement Concrete (PCC) – A concrete that consists of Portland cement, fine aggregate, coarse aggregate, water, and such admixtures as may be specified.
Saturated Surface Dry (SSD) – A condition at which an aggregate will neither absorb moisture from concrete nor contribute moisture to mix.
Set Retarder – A material composed of (1) calcium, sodium, potassium, or ammonium salt of lignosulfonic acid; (2) hydroxylated carboxylic acid or its salt; or (3) carbohydrates, except sucrose, that is used for the purpose of delaying the setting time of concrete. Retarders provide a lubricating effect and function as a water reducing agent also.
Setting Time – The time that it takes a cement paste to begin hardening.
Total Moisture – The sum of the moisture on the surface and the moisture absorbed into the pores and capillaries of an aggregate.
Unit Weight – The weight per unit volume. For concrete, the unit weight is pounds per cubic foot.
Water – The ingredient in a concrete mix that causes a chemical reaction with cement called hydration. The water assists in providing the necessary workability for the concrete.
Water-Cement Ratio (W/C) – The quantity of water divided by the quantity of cement (i.e, pounds of water per pound of cement) used in a concrete mixture.
Water Reducing Agent – Material used for the purpose of reducing the quantity of mixing water in concrete. This additive, which provides a lubricating effect, will cause an increase in slump and workability when placed in a concrete mix of a given consistency.
Workability – The property of freshly mixed concrete which is the ease or difficulty in placing and finishing of concrete. “Good workability” means that the concrete may be placed or finished with little difficulty and the mass contains a uniform gradation of aggregates. The slump test is not a measure of the workability.
CFTSG-06-01