Evaluation of Fly Ash InBridge Deck Concrete

Project No. MLR-84-2

Sam G. MoussalliCement and Concrete Engineer

Office of MaterialsIowa Department of Transportation

November 1985

DISCLAIMER

The contents of this report reflectthe views of the author who isresponsible for the facts and theaccuracy of the data presentedherein. The contents do notnecessarily reflect the officialviews or policies of the IowaDepartment of Transportation. Thisreport does not constitute a stan­dard, specification, or regulation.

Abstract

Fly ash was used in this evaluation study to replace 15% of the cement in

Class D-57 structural concrete containing ASTM C494 Type B, retarding

admixtures. Two Class "c" ashes and one Class "F" ash from Iowa approved

sources were examined in each mix. When Class "c" ashes were used, they were

substituted on the basis of 1.0 pound for each pound of cement removed. When

Class "F" ash was used, it was substituted on the basis of 1.25 pounds of ash

for each pound of cement removed.

Compressive strengths of the retarded mixes, with and without fly ash, were

determined at 7, 28 and 56 days of age. In most cases, with few exceptions,

the mixes containing the fly ash exhibited higher strengths than the same con­

crete mix without the fly ash. The exceptions were the 7, 28, and 56 days of

the mixes containing Class F ash.

The freeze/thaw durability of the concrete studied was not affected by the

presence of fly ash. The data obtained suggested that the present Class D-57

structural concrete mix with retarding admixtures can be modified to allow the

substitution of 15% of the cement with an approved fly ash when Class III

coarse aggregates are used.

Setting times of the concretes were not materially changed due to the incorpo­

ration of fly ash.

i

TABLE OF CONTENTS

Abstract ..IntroductionScopeLaboratory Procedures

Materials ...•.Portland CementWater . ., . . . •Air Entraining AgentSet Retarding AdmixturesAggregates . . . . . . .Fly Ash .

Mi xes . . . . . . . . . . .Fly Ash Substitution RatesAggregate GradationConcrete Controls .Concrete Tests .

Test Results and InterpretationCompress i ve Strength and Durabi 1ityAir Content of Fly Ash Concrete.Setting Time of Fly Ash Concrete

Table No. 1 - Compressive Strength - Bridge Deck Concrete - 0-57Figure 1 - Compressive Strength - 0-57 Mix . . . . . . ...Figure 2 - Compressive Strength - 0-57 with Plastiment 100 .Figure 3 - Compressive Strength - 0-57 with Pozzolith 100 XRFigure 4 - Compressive Strength Comparison at 7 Days .Figure 5 - Compressive Strength Comparison at 28 DaysFigure 6 - Compressive Strength Comparison at 56 DaysTable No.2 - Durability - Bridge Deck Concrete - 0-57 MixFigure 7 - Durability Factors with No Retarding AdmixturesFigure 8 - Durability Factors with Plastiment 100 ....Figure 9 - Durability Factors with Pozzolith 100 XRFigure 10 - Expansion Factors with No Retarding AdmixturesFigure 11 - Expansion Factors with Plastiment 100 ....Figure 12 - Expansion Factors with Pozzolith 100 XRTable No.3 - Setting Time - Bridge Deck Concrete - 0-57 MixFigure 13 - Evaluation of Fly Ash - 0-57 Mix .Figure 14 - Evaluation of Fly Ash - 0-57 with Plastiment 100Figure 15 - Evaluation of Fly Ash - 0-57 with Pozzolith 100 XRConclusions and DiscussionReferences . . . . . . .Appendi ces . . . . . . . . . . . . . . . . . . . .. .

Appendix A - Standard Specifications - Mix ProportionsAppendix B - Compressive Strength Testing ....•..Appendix C - Durability Testing .

Page

i11

223333445556

889

Mix 1011121314151617

18192021222324252627283132333538

Introduction

Current Iowa OOT specifications allow the optional use of fly ash as a partial

cement replacement for Class A, Band C concrete paving mixes provided a

highly frost resistant coarse aggregate such as Class III durability is used.

Such an option does not exist for Class 0-57 structural concrete. The use of

fly ash in concrete is desirable for economic and environmental reasons. If

the use of fly ash in bridge deck concrete is allowed, the contractor could

elect to use a modified 0-57 mix with or without admixtures and reduce the ce­

ment content by using fly ash and Class III durability aggregates. Therefore,

information is needed to properly assess the characteristics of 0-57 mixes

that also contain Iowa fly ashes.

In view of the fact that Iowa has some concrete aggregates that cause prema­

ture concrete failure, a three-class system has been developed to denote a

portland cement concrete aggregate's expected service life. Assignment to one

of the servi£elife classes is based on the aggregate's field performance in

concrete, or in lieu of that, upon the performance of concrete containing it

in a modification of the ASTM C-666 "Resistance of Concrete to Rapid Freezing

& Thawing - Procedure B" test. Although the latter test can be definitive in

identifying low quality aggregates, some aggregates that just pass the test

give questionable field performance. These could appropriately be termed as

"Class II aggregates".

Scope

This study examines the compressive strength, freeze/thaw durability, and set­

ting time determination of Class 0 concrete with and without fly ash.

Freeze/thaw durability testing was initially excluded from these projects be-

1

cause the likelihood of reduced durability when these combinations were used

with Class III aggregates was unlikely. The D-57 structural concrete mix has

a cement factor of 710 pounds per cubic yard and was studied in combination

with three fly ashes currently used in Iowa.

The fly ashes studied conformed to ASTM C-618, "Fly Ash and Raw or Calcined

Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete".

One fly ash was a Class "F" and the other two were Class "C". Of the two

Class "C" fly ashes used, one was considered to be a reactive ash in terms of

setting time and heat of hydration when the pure ash is mixed with water. The

other Class "C" fly ash would be considered less reactive in this regard.

The retarding admixtures used in this study belong to two major chemical cate­

gories. The first of these are the metallic salt of hydroxylated carboxylic

acid. Included in this category is the Plastiment 100. The second category

is the modification and derivatives of carbohydrates and polyols. Included in

this category is the Pozzolith 100XR.

LABORATORY PROCEDURES

A. Materials

The following materials were used in this study:

1. Portland Cement: Type I, the standard laboratory blend of the nine

portland cements commonly available in Iowa was used to prepare the

concrete specimens.

2

2. Water: City of Ames.

3. Air Entraining Agent: Neutralized vinsol resin Carter-Waters single

strength, Lab No. ACA4-12.

4. Set Retarding Admixtures: Pozzolith 100XR, Master Builders, Dosage

Rate 3 fl. oz./100 lbs. of cement. Lab No. AC14-208.

Plastiment 100, Sika Chemical Corporation, Dosage Rate 3 fl. oz./100

lbs. of cement. Lab No. ACI4-209.

5. Coarse Aggregate (Strength Testing) Weaver Construction - Fort Dodge

Crushed Stone - Lab No. AAC4-0003.

Coarse Aggregate (Durability Testing) Weeping Water Mine - Martin­

Marietta, Nebraska - Lab No. AAC4-0739.

6. Fine Aggregate (Strength Testing) Hallett Sand - Christensen Ames Pit

- Lab No. AAS4-0001.

Fine Aggregate (Durability Testing) Bellevue Sand &Gravel - Lab No.

AAS4-0015.

3

7. FlyAsh

Three fly ash sources were sampled for inclusion in the evaluation

study.

Lansing, Iowa - Reactive Class "C" ash (self cementing), Lab No.

ACF4-5

Ottumwa, Iowa - Mildly Reactive Class "C" ash (self cementing), Lab

No. ACF4-1

Clinton, Iowa - Class "F" ash (non cementing), Lab No. ACF4-4

B. Mixes

The following concrete mixes were prepared:

Approximate

Cement Content

Mix No. Description lb/yd 3

======= =========== ==============

1 D-57 710

2 Mix No. 1 with Lansing Fly Ash 604

3 Mix No. 1 with Ottumwa Fly Ash 604

4 Mix No. 1 with Clinton Fly Ash 604

5 D-57 with Plastiment 100 710

6 Mix No. 5 with Lansing Fly Ash 604

7 Mix No. 5 with Ottumwa Fly Ash 604

8 Mix No. 5 with Clinton Fly Ash 604

9 D-57 with Pozzolith 100XR 710

10 Mix No. 9 with Lansing Fly Ash 604

11 Mix No. 9 with Ottumwa Fly Ash 604

12 Mix No. 9 with Clinton Fly Ash 604

4

C. Fly Ash Substitution Rates:

Fly ash was substituted for 15%, by weight of the portland cement in all

cases. The sUbstitution of Class "C" fly ash was on a pound-for-pound ba­

sis. When Class "F" fly ash was substituted, it was on the basis of add­

ing 1.25 pounds of fly ash for each pound of cement removed. The change

in absolute volumes due to the fly ash substitution, was applied to each

aggregate in its proper ratio. For the D-57 mix, the volumes are 50% fine

aggregate, 50% coarse aggregate.

D. Aggregate Gradation

The coarse aggregate gradation was:

Sieve No.

=========

%Passing

=========

1.0" 100

3/4" 89

1/2" 40

3/8" 8.0

No. 4 0.8

No. 8 0.4

E. Concrete Controls

Concrete mixes were controlled to a slump of 2.0" ± 1/2" and air content

of 6.0% ± 0.5%.

5

F. Concrete Tests

The investigation of the effects of aggregate and fly ash sources on con­

crete strength and durability was accomplished by preparing test specimens

in the laboratory. These specimens were made from a D-57 concrete mix

with a cement content of 710 lb./yd 3 as defined in the standard specifica­

tions series of 1984 1/. The variables in the mixes were aggregate

source, fly ash source, the sUbstitution ratio (pounds of fly ash added

for each pound of portland cement removed). The specifications referenced

above designate the proportions of portland cement-water-aggregate to be

used in the mixes studied. They also itemize the slump and entrained air

content (see Appendix A). The former is achieved by varying the water

added and the latter by varying the amount of air entraining agent added.

The actual procedure, as to preparation and mixing of the ingredients, was

as outlined in ASTM C-192 ~ "Making and Curing Concrete Test Specimens in

the Laboratory".

The testing of the compressive test specimens was done in accordance with

Iowa Test Method 403 3/ "Method of Test for Compressive Strength of Molded

Concrete Cylinders" (see Appendix B). This is a test similar to AASHTO

test procedure T-22 4/. A total of nine 4-1/2" x 9" horizontal cylinders

were cast from each batch of concrete. Three cylinders were tested in

compression at each age of 7, 28 and 56 days. All specimens received

standard moist room curing.

The determination of the durability factor of the concretes containing the

various ashes and aggregates was done according to Iowa Test Method 408A

6

~ "Method of Test for Determining the Resistance of Concrete to Rapid

Freezing and Thawing" (see Appendix C). This test is a modification of

ASTM C-666 Procedure B ?J in that the 4" x 4" concrete beams are 18" in

length rather than 11" to 16" and 90-day moist room cure is substituted

for the 14-day lime water cure.

A total of three 4" x 4" x 18" beams were cast from each batch prepared

for the durability testing. The beams were cured for 90 days in the

moisture room.

Upon completion of the appropriate curing period, the beams were subjected

to cyclic freezing and thawing with periodic sonic modulus and change in

length readings taken twice a week. This was continued until they had

undergone 300 cycles of freezing and thawing or until the specimen's rela­

tive dynamic modulus of elasticity reached 60% of the initial modulus,

whichever occurs first.

The coarse aggregates used in the concrete currently are approved as Class

III durability aggregates which will produce concrete with an expected

maximum service life.

7

TEST RESULTS AND INTERPRETATION

Compressive Strength and Durability

Table No. 1 shows the concrete mix characteristics and compressive strength

results for the 0-57 mix. The strength values for the various combinations of

materials are graphically presented in Figures 1-3. Each strength value indi­

cated is the average of three cylinders. Strength comparisons are also de­

picted graphically in Figures 4-6 to show the relative strengths of the mixes

at 7, 28 and 56 days. In most cases, with few exceptions, the concrete con­

taining fly ash exhibited higher compressive strengths than the corresponding

control concretes without the fly ash. The exceptions were the 7, 28 and 56

days of the mixes containing the Class "F" ash from Clinton. In summary, ac­

ceptable concrete strengths can be produced using either Class "c" or "F" ash

provided the proper substitution ratio and percent replacement is used.

Table No.2 itemizes the freeze/thaw durability characteristics for the con­

crete studied. There was no significant difference in the frost resistance of

any of the concretes studied. The results of the durability factors in combi­

nation with the three ashes and retarding admixtures used in this evaluation

study are shown in Figures 7-9. The expansion factors of the same combina­

tions are graphically presented in Figures 10-12.

Air Content of Fly Ash Concrete

It should be noted that one of the common problems which has been encountered

with the use of fly ash in concrete is the effect on entrained air content.

Failure to increase the amount of air entraining agent to compensate for the

negative effect of the presence of fly ash can produce concrete with a lower

8

than desired air content. This can then result in the premature failure of

concrete due to the action of freezing and thawing processes.

Observations made during the preparation of the concrete mixes discussed in

this report indicate that the necessary increase in air entraining agent is

less when using Class "C" ash than when using Class "F" ash. The actual re­

quired increase in air entraining agent of the vinsol resin type varies pro­

portionally with the amount of ash and cement in the concrete. In the case of

a 15% cement replacement, the necessary increase has been approximately 8-10%

for Class "F" ash and 5-8% for Class "C" ash.

Setting Time of Fly Ash Concrete

Since Class "F" and Class "C" ashes have markedly different cementitious prop­

erties, the resultant effect on setting time has been of concern. Therefore,

time-of-set determinations, ASTM C-403 f! were made on all of the concrete

mixes used in this study. The time-of-set determinations were made on each

set of four identical concretes (Lansing, Ottumwa, Clinton and the Control)

along with the two different retarding admixtures used in this study. Table

No.3 and Figures 13-15 show the initial and final setting times for the con­

cretes studied.

9

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one2.00

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Figure15

EVA

LUA

TION

OF

FL.YA

SHIN

BRIDG

ED

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-"57

MIX

W.IT

HP

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ZO

LIT

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OU

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INT

ON

Conclusions and Discussion

Based, On' the data. gathered in this study;'the following conclusions are ob­

tained:

1. The class and source of the fly ash have a 1imited affect on the strength

of the concrete. When Class "C" ashes were used, the compressive

strengths were not affected and when Class "F" ash was used, the strengths

were s 1ightly lower.

2. The compressive strength and durabil i ty of Class D-57 bri dge deck concrete

mixes modified with fly ash· are equivalent to the standard D-57 mix when

15% of the portl and cement is replaced with ASTM C-618 quality, Class "C"

fly ash at the rate of 1: 1 (each pound of ash added for each pound of ce­

ment dele.ted}.

3. The compressive strength and durability of Class D-57 bridge deck concrete

mixes modified with fly ash are approximately equivalent to the standard

D-57 mix when 15% of the portland cement is replaced with 1.25:1 ASTM

C-618 quality, Class "F" fly ash at the rate of (each 1-1/4 pounds of ash

added for each pound of cement deleted).

4. Class III durability aggregates should be specified when fly ash is to be

used. The. aggregate sources selected for this study were a representative

of the category of Class III aggregates. The satisfactory performance of'

these aggregates leads us to the conclusion that the test results obtained

support our present position of 15% substitution when good qual ity fly ash

is used with Class II 1 durabil ity aggregate. Previous studt es have shown

28

Figure

13

EVALUATIO

NO

FFLY

ASHIN

BRID

GE

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00

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ATIO

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oo

12

34

56

78

SETTING

TIME

(H

OU

RS)

LEGEN

De

ee

CO

NTR

OL

'1''"

iloL

AN

SING

EJEJ

BO

TTUMW

Ais

isis

CL

INT

ON

Conclusions and Discussion

Based on the data gathered in this study, the following conclusions are ob­

tained:

1. The class and source of the fly ash have a limited affect on the strength

of the concrete. When Class "C" ashes were used, the compressive

strengths were not affected and when Class "F" ash was used, the strengths

were slightly lower.

2. The compressive strength and durability of Class D-57 bridge deck concrete

mixes modified with fly ash are equivalent to the standard D-57 mix when

15% of the portland cement is replaced with ASTM C-618 quality, Class "C"

fly ash at the rate of 1:1 (each pound of ash added for each pound of ce­

ment deleted).

3. The compressive strength and durability of Class D-57 bridge deck concrete

mixes modified with fly ash are approximately equivalent to the standard

D-57 mix when 15% of the portland cement is replaced with 1.25:1 ASTM

C-618 quality, Cl ass "F" fly ash at the rate of (each 1-114 pounds of ash

added for each pound of cement deleted).

4. Class III durability aggregates should be specified when fly ash is to be

used. The aggregate sources selected for this study were a representative

of the category of Class III aggregates. The satisfactory performance of

these aggregates leads us to the conclusion that the test results obtained

support our present position of 15% substitution when good quality fly ash

is used with Class III durability aggregate. Previous studies have shown

28

that the durability of fly ash concrete can be adversely affected when

certain coarse aggregates are used. The reasons for the potential accel­

erated deterioration are not completely known and more studies are under­

way to evaluate a larger cross-section of the present Class II aggregates

to either substantiate or refute our present position.

5. The use of retarding admixtures with fly ash in the D-57 mix had no sig­

nificant effects. There is no reason to suspect that any reaction between

good quality fly ash and retarding admixtures meeting the ASTM C-494 Type

B will result in lowered durability factors nor will it affect the

strengths.

6. The freeze/thaw test, although expensive and time consuming, has proven

time after time to be extremely versatile since it can be used to evaluate

any type and combination of aggregate and each source may be judged by its

performance rather than its geologic origin or geographic location.

7. The setting time of the concrete without the chemical retarders was de­

layed slightly by the use of fly ash. The setting times of the mixes con­

taining the commercial retarders were altered slightly by the use of fly

ash. The setting times of the various mixes, while varying somewhat, were

not materially or consistently affected.

29

Recommendations

Based on the test results, the addition of fly ash as a replacement to con­

crete containing admixtures Type A or Type B can be accomplished without det­

rimental effects to the strength or freeze/thaw durability of concrete. This

holds true as long as good durable, high quality aggregates such as Class III

and the proper replacement percentages and substitution ratios are used.

These Class III aggregates are identified as superior aggregates that could be

used without reservation in fly ash concrete and in concrete places where ex­

tended service life is required. Therefore, it is recommended that fly ash

can be substituted for up to 15% of the portland cement in bridge deck con­

crete Class D-57 mixes; whether or not the mixes contain retarding admixtures

and the use be limited to mixes containing Class III durability coarse aggre­

gate. Fly ashes should be limited to materials from approved sources.

30

References

1. Iowa Department of Transportation, Standard Specifications for Highway and

Bridge Construction, Series of 1984, Iowa Department of Transportation,

Section 2403 "Structural Concrete".

2. ASTM (American Society for Testing and Materials), Annual Book of Stand­

ards, Section 4 Volume 04.02, Concrete and Mineral Aggregates ASTM 1984.

3. Iowa Department of Transportation, Office of Materials, Laboratory Manual.

4. AASHTO (American Association of State, Highway and Transportation Offi­

cials) AASHTO Materials, Part II, Tests, AASHTO, 13th Edition 1982.

31

APPENDICES

32

Appendix A

Standard Specifications

Mix Proportions

33

Proportions for Structural Concrete (2403.03)

A. Proportions for Separate Fine and Coarse Aggregate

Basic Absolute Volumes of MaterialsPer Unit Volume of Concrete*

Cement Fine CoarseClass Mix No. Minimum Water Entr. Air Aggregate Aggregate

C C2 0.110202 0.148144 0.06 0.272662 0.408992C3 0.114172 0.153840 0.06 0.301895 0.370093C4 0.118330 0.159808 0.06 0.330931 0.330931C5 0.122867 0.166318 0.06 0.358448 0.292367C6 0.127782 0.173371 0.06 0.384308 0.254539

X X2 0.124379 0.165318 0.06 0.284121 0.426182X3 0.129105 0.171599 0.06 0.314683 0.384613X4 0.134209 0.178383 0.06 0.343704 0.343704

D D57 0.134209 0.172781 0.06 0.316505 0.316505D57-6 0.134209 0.172781 0.06 0.379806 0.253204

Approximate Quantity of Dry MaterialsPer Cubic Yard of Concrete*

Cement Fine Aggregate Coarse AggregateCl ass Mix No. Pounds Tons Tons

C C2 583 0.6087 0.9130C3 604 0.6739 0.8262C4 626 0.7388 0.7388C5 650 0.8002 0.6527C6 676 0.8579 0.5682

X X2 658 0.6345 0.9515X3 683 0.7025 0.8585X4 710 0.7675 0.7675

D D57 710 0.7066 0.7066D57-6 710 0.8480 0.5650

*These quantities are based on the following assumptions:Specific gravity of cement 3.14, specific gravity ofaggregate 2.65, water cement ratio, Class C concrete 4.84gal./bag (0.430 l b/Jb ) . Water cement ratio, Class Xconcrete 4.77 gal./bag (0.423 lb/lb). Water cement ratio,Class D concrete 4.63 gal./bag (0.410 lb/lb). Weight ofwater 62.4 lbs/ft3 . Air voids Class D-57 concrete, 6.0%.Air voids, Class X concrete 0.00%.

34

Appendix B

Compressive Strength Testing

35

Test Method No. Iowa 403-AMarch 1973

IOWA STATE HIGHWAY COMMISSION

Materials Department

METHOD OF TEST FOR COMPRESSIVE STRENGTH

OF MOLDED CONCRETE CYLINDERS

Scope

This method covers the procedure forcompression tests of molded concrete cylin­ders. It is a modification of AASHO T 22.

Procedure

A. Apparatus

4. The cross-sectional area of speci­mens cast in the steel-walled hori­zontal and vertical molds commonlyfurnished may be assumed to be28.27 in. 2 and 15.90 in. 2 respect­ively for the 6 in. and 4.5 in.diameter cylinders

C. Test Procedure

B.

Placing the specimen

(lower) bearinghardened face up,platen of thedirectly underseated (upper)

1. The compression 'testing machineshall comply with AASHO T 22except:

(a) The lower bearing block shall beat least 1 in. in thickness.

(b) The maximum diameter of thebearing face of the sphericallyseated block shall be 10 in. forcylinders from 4 in. through6 in. in diameter.

Test Specimens

1.

(a)

(b)

Place the plainblock, with itson the table ortesting machinethe sphericallybear-Ing block.

Wipe clean the bearing faces ofthe upper and lower bearingblocks and of the test specimen.Place the test specimen on thelo~er bearing block.

1. Compression tests of moist-curedspecimens are to be made as soonas practicable after removal fromthe curing room. Test specimensduring the period between theirremoval from the moist room andtesting, must be kept moist by awet burlap or blanket covering.They are to be tested in a moistcondition unless otherwise speci­fied.

2. The ends of compression test speci­mens that are not plane within0.002 in. are to be capped in accord­ance with Test Method No. Iowa 404,!lcap~ing Cylindrical Concrete Speci­mens '. Normally horizontally castcylinders will not require capping.

3. For cylinders cast in single-usemolds, determine the diameter ofthe test specimen to the nearest0.01 in. by averaging two diametersmeasured at right angles to eachother at about mid-height of thespecimen. Use this average diameterfor calculating the cross-sectionalarea of the specimen.

(c) Carefully align the axis of thespecimen with the center ofthrust of the spherically seatedblock.

(d) As the spherically seated blockis brought to bear on the speci­men, rotate its moveable portiongently by hand so that uniformseating is obtained.

2. Rate of Loading

(a) Apply the load continuously andwithout shock. Apply the loadat a constant rate within therange of 20 to 50 psi. persecond. During the applicationof the first half of the esti­mated maXimum load, a'higherrate of loading may be permitted.

(b) Do not make any adjustment in thecontrols of the testing machinewhile the specimen is yieldingrapidly immediately before fail­ure.

(c) Increase the load until the speci­men yields or fails, and recordthe maximum load carried by thespecimen during the test.

2

(d) Note the type of failure andthe appearance of the concreteif the break appears to beabnormal.

Test Method No. Iowa 403-AMarch 1973

D. Calculations

1. Calculate the compressive strengthof the specimen by dividing themaximum load carried by the speci­men during the test by the averagecross-sectional area as describedin Section B, and express theresult to the nearest 10 psi.

• •

Fig. 1Concrete Cylinder In

Testing Machine

AppendiX C

Durability Testing

38

Page 1 of 5 Test method No. Iowa 408-AApril 1980

IOWA DEPARTMENT OF TRANSPORTATIONHIGHWAY DIVISION

0ffice of Materials

METHOD OF TEST FOR DET~RMINING.THE RESISTANCEOF CONCRETE TO RAPID FREEZING AND THAWING

(CONCRETE DURABILITY)

This method covers the determination ofthe resistance of concrete beam specimens(4"x4"x18") to rapidly repeated cyclesof freezing in air and thawing in water.The Procedure is a slight modificationto ASTM C-666 Procedure B.

Procedure

2. A polished brass button shall becast into each end of each prismfor the purpose of providing asmooth reference surface forlength measurements.

3. Three specimens shall be cast foreach variable under study.

E. ~est procedure

2. Twenty-four hours prior to place­ment in the freeze-thaw apparatus,the specimens shall be placed inthe tempering tank.

D. Curing

1. Upon removal from their molds thetest specimens shall be placed inthe moist room for a period of notless than 89 days or not more than128 days.

A. Apparatus

1. Freezing and thawing Appara­tus, Temperature MeasuringEquipment, Dynamic TestingApparatus, Scales.

The freezing and thawingapparatus, temperaturemeasuring equipment, dy­namic testing apparatus,and scales shall conformto ASTM C-666 Procedure B.

2. Length Comparator

The length comparator fordetermining the lengthchange of the specimensshall be accurate to 0.0001".An invar steel reference baris provided for calibratingthe comparator.

3. Tempering Tank

The tempering tank is temper­ature controlled at 40' + 2 of.It is to be used for coolingspecimens prior to placementinto the freezing chamber.

B. Freeze-Thaw Cycle

1. The freezing and thawingcycle shall be identical toASTM C-666 Procedure B.

C. Test Specimens

1. Unless otherwise specifiedthe test specimens shall be4"x4"x18" prisms.

1. Beam Rotation

Prepare the order for random rota­tion of the specimens as follows;

a. Prepare paper slips with thespecimen identification num­bers for each specimen in thefreezing chamber.

b. Place all the paper slips ina pan.

c. Draw out the 'slips one at atime and record the resultingrando~ sequence.

Rotate the beams in the followingmanner:

a. Withdraw the first specimenin the sequence and place itto one side.

b. Move each successive specimenin the sequence into the posi­tion of the specimen precedingit.

Test Method No. Iowa 408-AApril 1980

c. When the last specimen inthe sequence has been moved,replace it with the firstspecimen.

2. Length Measurements

a. Before any length measure­ment is taken, calibratethe beam comparator to0.0200 using the Invarsteel reference bar. Thisbar should be cooled forapproximately 30 minutesin water to 40°F. Adjustthe comparator dial ifneeded.

b. Remove the specimen fromthe tempering tank or thefreezer depending uponwhether the beam is a newone or one with severalcycles on it.

c. Place the specimen in thecomparator with the identi­fication numbers facing upat the left end of the com­parator. Care should beexercised to insure thatthe specimen is firmlyagainst the back stopsand the right end of thecomparator.

d. Allow the dial indicatorto come to rest on thebrass button on the endof the specimen. Readthis value on the indica­tor to the nearest 0.0001".Record this value. Repeatthe measurement by com­pletely removing the speci­men from the comparator,replacing it, and remeasur­ing it until two successivereadings are equal.

e. If measuring three speci­mens at once, cover thosespecimens immediately afterremoving from the sub-zerounit with a towel soaked inthe thawing water.

3. Weight Measurement

Weigh the beam on the scale tothe nearest 'ten 'sa'arns. Recordthe value obtaine •

4. Dynamic Modulus

a. Place the specimen on thesupport such that the

Page 2 of 5

driving oscillator is midwaybetween the end of the speci­men. Make sure the specimenis firmly against the back­stops of the support.

b. "Place the tone arm pickup onthe end of the specimen aboutmidway between the sides.

c. On the oscilloscope, rotatethe large knob slowly backand forth until an elipseshape is formed on the cathoderay tube of the oscilloscope.

d. Set the II Osc. Frequency II knobto n 10" and read the frequencyfromXthe indicator on the oscil-"loscope. Add 1000 to this valueand record the number obtained.

5. Replace the specimen in the freezechamber inverted from its originalposition.

6. Repeat steps 2 through 5 for allof the specimens.

7. continue each specimen in the testuntil it has been subjected to 300cycles or until its relative dy­namic modulus reaches 60% of theinitial modulus, whichever occursfirst.

Fo Calculations

1. Record all the required data onthe IIP.C. Concrete Durability" labworksheet.

2. From the recording charts, obtainthe number of cycles completedsince the specimens were lastmeasured. (Mark the date read andthe number of cycles to that pointon the recording chart.) Add tothis number the number of cyclesat which the specimens were lastmeasured. Record this cumulativevalue in the column labeled "Cycles".

3. Subtract the" dial reading at zerocycles from the latest dial reading.Record this value in the columnlabeled IIGro. In".

4. Calculate the relative dynamic mod­ulus of elasticity using the for­mula:

Po = (n1 2;n2) x 100

where:

Page 3 of 5 Test Method No. Iowa 408-AApril 1980

n

relative dynamic modulusof elasticity after ccycles of freezing andthawing, percent

fundamental transversefrequency at 0 cycles offreezing and thawing

N number of cycles at whichP reaches the specifiedminimum value for discon­tinuing the test or thespecified number of cyclesat which the exposure is tobe terminated, whichever isless

B. Report. The final report (work­sheet) should be submitted to theGeology Section, and it shouldinclude all data pertinent to thevariables or combination of vari­ables studied in the evaluation.Also, any defects in each speci­men which develop during testingand the number of cycles at whichsuch defects were noted should bedocumented on the worksheet.

fundamental transverseafter c cycles of freez­ing and thawing

Record this value in the'colttmnlabeled "% of Orig. 1I

5. When all of the above calcula­tions have been made for asimilar set of specimens, com­pute the average for the setfor the items "% of Orig. ll

,

"Gro. %", and "Gro. In".Compute "Gro. %" using theformula:

M specified number of cyclesat which exposure is to beterminated. (Three-hundredcycles in most cases.)

G - S x 100.- TTI8T

where:

G = average growth for the setof specimens in %.

S the sum of the growths foreach specimen.

T the total number of speci­mens in the set.

DF = the durability factor ofthe specimen

6. Repeat the preceding steps foreach specimen.

Record these values in theappropriate columns on theworksheet.

PNM

DF

where:

liT" should include only numberof specimens which showeda normal reading

7. Should it be desired to handcalcul~te the durability factor,use the following formula:

P the relative dynamic mod­ulus of elasticity at Ncycles, percent

Specimens in theFreezing & Thawing Apparatus

Page 4 of 5

Freezing & Thawing Apparatus"CdncLrmat.L"

Beam Comparator

Test Method No. Iowa 40B-AApril 1980

Freezing & Thawing ApparatusllConrad ll

Dynamic Testing Apparatus

Page 5 of 5Form 8212882·75

Test Method No. Iowa 408-AP.C. CONCRETl!l DURABILITY

w/c: Mix: Date Made: Beam No. ----------

Cement: Lab. No .. : Cern. Content: 3______ sk/yd

Fine Agg. : Lal;, No.: Sp. Gr.:

Coarse Agg.: Lab. No.: Sp. Gr.:

k.

k.

Date Weight

Slump: Air:Grams

-------AEA @ fl. oz./s

Comments: I.Admixture @ flo oz·/s

".,'_"---' ---..._.--

---- Set Average

I--

D~al Gro. I_._-

% of % 'of Gro. Gro.DateCycles Remarks Orig.

,Read Rdg. In. , Freq. oria. % In.

,