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for information and record

•purposes- and is not to be reference

in any publication. *~7

- NATIONAL BUREAU OF STANDARDS REPORT

9415

Final Report

0n

EVALUATION OF REFRACTORY QUALITIES OF

CONCRETES FOR JET AIRCRAFT WARM-UP, POWER CHECK

MAINTENANCE APRONS, AND RUNWAYS

By

J. V. Ryan

U. S. DEPARTMENT OF COMMERCE

NATIONAL DUREAU OF STANDARDS
THE NATIONAL BUREAU OF STANDARDS

The National Bureau of Standards is a principal focal point in the Federal Government for assur- ing maximum application of the physical and engineering sciences to the advancement of technology

in industry and commerce. Its responsibilities include development and maintenance of the national

standards of measurement, and the provisions of means for making measurements consistent with

those standards; determination of physical constants and properties of materials; development of methods for testing materials, mechanisms, and structures, and making such tests as may be necessary, particularly for government agencies; cooperation in the establishment of standard practices

for incorporation in codes and specifications; advisory service to government agencies on scientific and technical problems; invention ard development of devices to serve special needs of the Govern- ment; assistance to industry, business, and consumers in the development and acceptance of commercial standards and simplified trade practice recommendations; administration of programs in cooperation with United States business groups and standards organizations for the development

of international standards of practice; and maintenance of a clearinghouse for the collection and

dissemination of scientific, technical, and engineering information. The scope of the Bureau’s

activities is suggested in the following listing of its three Institutes and their organizational units. Institute for Basic Standards. Applied Mathematics. Electricity. Metrology. Mechanics. Heat. Atomic Physics. Physical Chemistry. Laboratory Astrophysics.* Radiation Physics. Radio Standards

Laboratory:* Radio Standards Physics; Radio Standards Engineering. Office of Standard Reference

Data. Institute for Materials Research. Analytical Chemistry. Polymers. Metallurgy. Inorganic Materials. Reactor Radiations. Cryogenics.* Materials Evaluation Laboratory. Office of Standard Refer- ence Materials. '

Institute for Applied Technology. Building Research, information Technology. Performance

Test Development. Electronic Instrumentation. Textile and Apparel Technology Center. Technical

Analysis. Office of Weights and Measures. Office of Engineering Standards. Office of Invention and

Innovation. Office of Technical Resources. Clearinghouse for Federal Scientific and Technical

Information.**

•Located at Boulder, Colorado, 80301. ••Located at 5285 Port Royal Road, Springfield, Virginia, 22171.
NATIONAL BUREAU OF STANDARDS REPORT

NBS PROJECT

1002-12-1044-7' September 14, 1966

NBS REPORT

9415

Final Report

on

EVALUATION OF REFRACTORY QUALITIES

of

CONCRETES FOR JET AIRCRAFT WARM-UP, POWER CHECK

MAINTENANCE APRONS, AND RUNWAYS

by

J. V. Ryan

Fire Research Section

Building Research Division

Sponsored by:

Department of the Navy

Bureau of Yards and Docks

Reference: Task Y-F015-15-102

N3S File No. 10.02/10472

IMPORTANT NOTICE NATIONAL BUREAU OF STAN

for use within the Government. Be and review. For this reason, the pi whole or in part, is not authorize) Bureau of Standards, Washington, I the Report has been specifically preApproved for public release by the

Director of the National Institute of

Standards and Technology (NIST) on October 9, 2015

recounting documents intended

ijected to additional evaluation

ting of this Report, either in ffice of the Director, National

le Government agency for which

is for its own use.

U.S. DEPARTMENT OF COMMERCE

NATIONAL BUREAU OF STANDARDS

SUMMARY REPORT ON

EVALUATION OF REFRACTORY QUALITIES OF CONCRETE FOR

JET -AIRCRAFT WARM-UP, POWER CHECK, MAINTENANCE

APRONS, AND RUNWAYS

by

J . V . Ryan

ABSTRACT

A long-term study was carried out on the re- sistance of concrete and concreting materials, to

thermal shock, particularly with consideration of

the effect of jet engine exhaust on runways and

other traffic areas. Concretes were subjected to

elevated temperatures in an oven and, in a later

phase, before a small-scale burner simulating a jet engine exhaust, both as to discharge velocity

and gas temperature. In the final phase, specimens

were fabricated in various sizes and shapes to investigate the mechanism of spalling.

This report summarizes the work carried out

and, briefly, the results obtained. A detailed

index to the progress reports is included.

1 . INTRODUCTION

The development and extensive use of jet-powered aircraft introduced

new problems in airfield trafficway design. The modern jet engine discharges gases at temperatures in excess of 1000° F and at velocities of

the order of the speed of sound and greater. From some aircraft, this

discharge (somewhat attenuated by distance from the engine) impinges on

the surfaces of the runways, taxiways, and maintenance aprons, subjecting

them to severe thermal shock and abrasive forces. The result has been

extensive damage characterized by breakup and dislocation of the concrete

to depths and over areas such that the particular trafficways are rendered hazardous or even unusable. There is the added hazard that particles

from the broken-up concrete may be swept into the engine with the intake

air and cause accelerated engine deterioration or malfunction.

A study was made of concreting materials and of concretes in an attempt to gain understanding of the mechanism of spalling, of the factors that affect the tendency of a concrete to spall and of means to minimize this tendency. The study was sponsored by the Department of the

Navy through its Bureau of Yards and Docks. They provided financial

support and cooperated in providing materials, specimens, and correlation

of laboratory test procedures with typical field exposures.
The initial phase of the study consisted of selection of materials

and concrete batch designs for further study. The selection was based

on exposure to high temperature for long periods, without any attempt to

produce the thermal shock and abrasive conditions of the jet exhaust.

The second phase involved the use of a laboratory small-scale burner

that produced a jet of hot gases in the temperature and velocity ranges

of typical aircraft engines. The effects of this burner-jet were com- pared with those of an actual jet engine during the development of the

laboratory jet apparatus, and the latter adjusted to improve the cor- relation between results from the two sources. This second phase was concerned chiefly with whether or not various concretes spalled and if

their resistance to spalling imporved with age under regulated ambient

temperature and humidity. The third phase of study involved more con- centration on the mechanism of spalling and the effects of variables

on spalling tendency. Of particular interest was the question whether

spalling was due largely to thermal stresses or to internal steam

pressure, or to a combination of these factors. Other factors such

as dimensional and phase changes in some aggregates were considered also.

Although most of the specimens were prepared at the National Bureau

of Standards, a significant number of samples of concretes poured at

various Naval Air Stations were provided for check tests. Conferences

were held between representatives of the sponsor and of NBS periodically

to review progress and modify goals. The Technical Requirements for

the concretes were developed progressively during the study. Comparatively few changes were made in the individual requirements, once each

had been added. The sponsor was provided regular progress reports, con- taining detailed information and results. Therefore, no attempt will be

made to give more than a general review of the most significant work

done in this report. A partial indexing of subjects in the program is

given in the Appendix.

The description of the work is divided according to the phases

mentioned in an earlier paragrpah. The phases overlapped chronologically, with phase one work, such as investigation of additional aggregates, continuing throughout the study to some extent.

2. SPECIMENS

The specimens in the study included samples of aggregates, cements,

and concretes. In addition to the measurements and tests peculiar to

the impingement of jet exhaust - high temperature, thermal shock, etc. - other measurements and tests were made for the characterization of the

specimens in terms of their properties. These data were used throughout

the study not only for understanding the relationships between spalling

and, physical and chemical properties but, also, for a check on the uniformity among lots of nominally identical materials or nominally identical batches of concretes.

2
2.1 Materials

2.1.1 Aggregates

Fifteen different aggregates, both natural and man-made, were included in the study and are listed in Table 1. Samples of the

aggregates were subjected to various tests. Since most of the latter

are well known, they are not described, but are listed, with identification of the applicable standard test method, in Table 2. The results

of these characterization tests are given in Table 3.

2.1.2 Cements

Three different cements were included in the study and are listed

in Table 1. The characterization tests to which samples of the cements

were subjected, like those for the aggregates, are listed and identified

in Table 2

.

2.2 Concretes

From the several batches of concrete, samples were taken for the

preparation of specimens, supplementary to those intended for high temperature or jet- impingement exposure. These supplementary specimens were used for measurements of the concretes' characteristics and to determine

the degree of compliance with requirements established by the sponsor.

The measured characteristics are listed in Table 2: the technical re- quirements were: (1) air content 4.5 percent +1.5 percent, (2) cement

content not over 10 bags per yard, (3) compressive and flexural strength

to be measured at 28 days, (4) water and air content to be constant

from batch to batch, (5) ratio of fine to coarse aggregate to be per

BuY&D Specification 45Ya , (6) gradation of aggregates and fineness moduli

to be per BuY&D Specification 45Ya , (7) flexural strength 600 to 650 psi,

(8) slump to be 2 in., (9) specimen preparation and curing per ASTM C-192,

(10) certain exceptions for lightweight aggregate concretes.

Some experimental batches were made at various mix proportions, for

a particular cement-aggregate pairing, in order to determine the most

desirable mix design. Such determination was based, usually on supplementary or characterization tests, e.g., flexural strength. The design

for a mix was established, either by tests as above or by accepted principles, before batches were prepared from which jet- impingement specimens

were prepared.

2.2.1 Specimen Preparation

The specimens were taken, prepared, or fabricated by the procedures

given in a standard test method, when one was applicable. Of the tests

made on aggregates and cements, only high temperature and jet-impingement

were not standard. Aggregates were placed in a wire mesh container for

exposure to the jet; cements were prepared as cast blocks of neat cement

paste

.

3
Concrete specimens were prepared in groups. In the earliest part

of the study only a small mixer was available. As a result, a complete

set of specimens of a given design mix could not be cast from a single

batch. Larger mixers became available later, permitting elimination of

this source of possible variation.

The numbers, sizes, and shapes of specimens from a single batch

varied through the study, having been determined by the particular tests

being made or the instrumentation employed. The programs of conditioning for the specimens were nearly all identical through their first seven

days, but there were several variations in the periods beyond seven days.

The aggregates, coarse and fine separately, were soaked in water

overnight, drained and weighed just before mixing, and mixed for roughly

one minute. Some water was added, then the cement and air entraining

agent followed by the rest of the water. The batch was then mixed for

an additional three minutes, discharged from the mixer, and the speci- mens cast as quickly as feasible, while exercising due care. The speci- mens were struck off, allowed to develop initial set, and then either

steel troweled or broomed. They were covered with wet burlap or a vaporproof cover, or both, until removed from the forms at about 24 hours.

The specimens were weighed and placed in the "fog room," a room maintained at 73°F and 100 percent relative humidity. The latter was attained by a continuous water spray, so the atmosphere in the room was permeated with fine water droplets -- that is, a fog.

In some instances, particularly the development of an optimum mix

design for a particular cement-aggregate combination, slump tests were

made after the normal mixing time, additional water put in the mixer,

and mixing continued.

The periods during which the specimens remained in the fog room

varied from six days up. The conditioning varied after removal from

the fog room also. The variations are described in the sections of

this report dealing with the different phases of the study.

3. HIGH TEMPERATURE -LONG TIME STUDIES, PHASE 1

Concretes made from combinations of the various cements and aggregates were exposed to elevated temperature and subjected to subsequent

tests. The exposures were not intended to duplicate jet exhaust con- ditions. On the contrary, the specimen's temperature was raised from

room temperature, at a moderate rate, and held at a high level for up

to several hours §/ . Cooling rates were also moderate so that the

specimens were subjected to comparatively little thermal shock. The

flow of hot gases across the surface of the specimen was only that re- sulting from convection air currents within the test apparatus, and was not measured.

- 4 -

d./ See report 1817
3.1

Materials

The three cements and the several aggregates previously mentioned

and listed in Table 1 were used in this first phase of the study.

3.2

Batch Design Studies

The designs of concrete batches prepared in Phase 1 were based on

(a) information obtained in a literature search, or (b) tests of

specimens made from trial batches of the concretes to determine the

adequacy of their properties in relation to the minimum technical re- quirements .

3.3

Selected Concretes

Specimens were prepared from various batches based on the design

mixes deemed suitable for further study. The specimens were of sizes

and shapes appropriate for various measurements during heating or following heating and cooling. These included specimens for compressive and

flexural strength, expansion, weight loss on heating, etc.

A summary of the specimens, tests and results obtained is given in

Table 4; they are described indetail in the various progress reports,

numbered NBS Report 1362 through NBS Report 4502. As indicated earlier,

there was some overlapping in the last few reports in this group with

initial information on Phase 2 contained in some of them. On the basis

of the results obtained, various cement aggregates and cement aggregate

combinations (concretes) were selected for examination in Phase 2.

Relatively few concretes made from Phase 1 aggregates met the

applicable technical requirements. For example, only sintered slag

aggregate concretes and calcined flint clay aggregate concretes of all

three cements exhibited acceptable flexural strengths. Similar results

were achieved for second mixes employing bluestone and brick aggregates.

Considered in terms of cement, only for concretes made with portland

cement did the majority exhibit satisfactory flexural strength.

4. JET -IMPINGEMENT STUDIES - PHASE 2

4.1 Apparatus

An apparatus was developed to deliver hot gases in the temperature

range of 600 to 1200 F at velocities of the order of 1200 feet per second. The combustion chamber was designed in cooperation with the Combustion Controls Section of the National Bureau of Standards. It is

illustrated in a drawing in Figure 1 and by photograph in Figure 2.

5
Early experiments with specimens indicated that the optimum distance

from the tip of the burner to the specimen was 3 inches . Temperature

distribution on the surface and at a depth of 1/4 inch below the surface

of a specimen was observed, and velocity of gas flow over the surface

at various distances from the center of the specimen was also measured.

These early experiments indicated that the combustion chamber needed

to be operated at a temperature of approximately 1400 F in order to

obtain impinging gas temperatures of 1200 F. Air and fuel pressures

and flow rates were determined in order to obtain the desired operating

and experimental conditions. Figure 3 is a plot of temperature as a function of distance from the center of the test area and as a function

of elapsed time, both on the face and 1/4 inch below the face of the

test panel. The velocities of the impinging gases at several points on

the surface of the test panel were calculated from impact pressure in

open-ended tubes. The formula used was V= ( (2g) (P^-P

o )/

p

) 1/2

} where V

equals velocity in ft/sec, g equals the gravitation constant in ft/sec^,

PQ equals static pressure in pounds-mass/ft^ (atmospheric pressure),

Pi equals impact pressure in pounds-mass/f t^ , and

p equals density in

pounds mass/ft-^. The impact tubes were placed at different angles to

the surface as well as different distances from the center of the surface, but the calculated velocitites seemed to depend primarily on the

location of the tubes rather than on the angle of placement.

When the velocity and distance from the center of the test area were plotted for several tests, the patterns obtained were quite similar.

The velocity at the center ranged from 1100 to 1200 ft per second; at one inch from center, from 900 to 950 fps; at two inches from center,

from 650 to 700 fps; and at three inches from the center, from 200 to

350 fps. The test panels used during this initial study of the apparatus were cured under wet conditions for a least a month and then

dried thoroughly before being subjected to the test. Little or no damage to the specimens was observed.

Following the development and check-out of the above described

apparatus a number of specimens were prepared for test in the apparatus,

with similar specimens being prepared and shipped to the Naval Civil

Engineering Laboratory, Port Hueneme , California, where they were subjected to the exhaust from a mounted jet aircraft engine. On the basis

of the correlation obtained between the results from the exposure to the

actual jet-engine exhaust and that from the exposure to the laboratory

apparatus, final adjustments were made in the apparatus. This was followed by an additional small group of correlation specimens between

the apparatus and the actual jet-engine exhaust.

In the late stages of Phase 2, apparatus designed for performance

of the pyrometric cone equivalent test was used as a simulation of the

thermal shock effect of the jet apparatus to simplify the connection

of detection apparatus, thermocouples, etc. However, this arrangement

was not found to be more convenient than the jet apparatus and the

simulation was discontinued. i

6
4,2 Tests of Materials

Samples of selected aggregates plus samples of hardened neat cement

paste were exposed to the laboratory jet apparatus. The performance of

these materials was evaluated in further selecting materials for use in

concretes to be exposed to the jet-impingement apparatus.

4.3 Tests of Concretes

The main part of the study was concerned with tests of concrete

specimens prepared for jet- impingement exposure, or for supplementary

characterization tests as described before.

4.3.1 Specimens

Specimens for the jet-impingement test were prepared primarily in

18-inch square by 6-inch thick sizes. Some specimens were prepared in

the same area but of lesser thicknesses. In the late stages of this

phase the specimen size and configuration were modified somewhat (also

in Phase 3, particularly for purposes of investigating the mechanism of

spalling, which will be described later). Specimens were prepared in

this later stage using cylindrical forms, as a convenience, rather than

the square forms. They were prepared in 12-inch diameters, and 3-inch

diameters, and in thicknesses of 6 and 2 inches. In addition to the

jet- impingement specimens, others were prepared for measure of expansion

and contraction during curing, for thermal expansion or dilatometry ex- periments, for air permeability measurements, and for flexural and shear

strength measurements. In addition, specimens were cut from the 18-inch

square by 6-inch-thick jet- impingement specimens for flexural or com- pressive strength measurements after the specimens had been exposed to

the jet; beams designed for flexural strength tests were exposed to jet

impingement prior to test. Reduction in flexural strength, as a result

of jet impingement was significant in most instances, ranging from 20

to 65 percent of the strength of comparable specimens not exposed to th£

jet. However, the mechanism related to loss of flexural strength was

shown to be drying shrinkage rather than jet-induced damage. Compressive

strength measurements were made on ends of beams previously broken in

flexure or shear.

4.3.2 Instrumentation

The specimens for jet-impingement were not all instrumented for all

measurements. However, the following instrumentation was used in many

of the specimens: For temperature, thermocouples were placed in the

forms prior to casting in such a way that they would be embedded in the

concrete at the exposed surface, at depths of 1/8, 1/4, 3/8, 1/2, 1 1/2,

and 3 inches from that surface of the 6-inch-thick specimens; and at

the surface, 1/8, 1/4, 3/8, 1/2 and 1 inch from the exposed surface of

the 2-inch-thick specimens.

7
Open-ended tubes, either brass or stainless steel, were embedded in

the concrete with the open ends approximately 1/2 inch from the center

of the specimen, and at depths of 1/2, 1 1/2, and 3 inches in 6-inchthick specimens, and at depths of 1/2 and 1 inch in 2-inch-thick speci- mens. Appropriate pressure transducers were attached to the ends of

the tubes outside the concrete specimen, after the tubes had been filled with a hydraulic fluid, and measurements were made of pressures

developed within the concretes during the jet exposure. As a check on these measurements, in some specimens similar tubes were placed but

with the embedded end sealed. Thermocouples were attached to the outer

surfaces of these tubes, both open ended and sealed, in order to get

appropriate temperature measurements.

Sensers for determining the state of drying were embedded in some specimens. These were of two types: The first type was a conventional

hygrometer placed in a cavity previously formed in the specimen; the

second type senser was a pair of coated wires embedded in concrete,

with the ends of the wires bare and spaced a known distance apart.

These sensers were used to measure the electrical resistance across the

gap between the wires periodically. The results were interpreted in

terms of the shape of a curve of electrical resistance versus age or electrical conductance versus age. The specimens were taken to have

reached or closely approached equilibrium moisture content when the curves showed little or no change in resistance or conductance with increased age.

4.4 Specimen Conditioning

Concrete specimens were cast in forms and as soon as an initial set was obtained they were covered with burlap and wet, or covered with a vapor-resistant building paper, or both. Ordinarily specimens were re- moved from the forms approximatley 24 hours after fabrication and placed

immediately in a storage room kept at 100 percent relative humidity.

Following placement in the above-described fog room, various programs of

conditioning were followed in various parts of the study. These will

be described in more detail with the appropriate parts. In some instances,

a single specimen from a group would be removed and subjected to the

appropriate tests, and the other specimens continued in the conditioning

program for additional periods, as deemed advisable from the results obtained with the initial specimen. In other programs all specimens from

a group, usually three, would be tested within a period of a day or two,

in order to get a more nearly statistical indication of the range of

results to be expected under any given condition. In Phase 3 of the

overall study, large groups of specimens were prepared so that several

specimens prepared from the same batch could be subjected to various

programs of conditioning, ranging from continuation in the fog room until

day of test, to artificial drying at temperatures believed safe for drying, in that they would remove moisture without affecting the basic

strength of the concrete. In this part of the study these companion

specimens conditioned under various programs were tested at the same age

in order to determine the effect of those variables.

8
4.5 Permeability

Appreciable effort was made to investigate the interrelation, if

any, between concrete permeability and resistance to jet impingement.

It seemed probable that permeability would be a controlling factor in

the escape of steam from within the concrete, and therefore, on the

development of internal steam pressure. The permeabilities of several

specimens were measured, investigating variables such as aggregate,

type of surface (floated, steel, troweled, broomed, and sawed), con- ditioning, and placement by the vacuum process. Specimens prepared from

similar batches were subjected to jet impingement. Initially there

appeared to be a general trend that higher permeability was accompanied

by increased resistance to the jet. However, continued study along

this line was inconclusive. It became evident that permeability is

greatly affected by variables associated with surfaces and conditioning.

Also, the time required to reach steady-state air flow through the con- crete specimens, necessary for permeability measurement, was several

orders of magnitude greater than the time-of-jet-test within which

spalling started. Although it is probable that spalling under the jet

is related to permeability, it is the permeability of the thin surface

layer under surge conditions. No feasible technique was apparent for

measuring this characteristic on representative specimens.

5. MECHANISM OF SPALLING - PHASE 3

This part of the study was aimed at investigating certain variables

believed to have an affect on the spalling of concrete, in an attempt to

learn more about the basic mechanism involved and the factors affecting

the tendency of the concrete to spall.

5.1 Size Variation

Variations in lateral dimensions, primarily radius of specimens

prepared in cylindrical forms, were made to determine if possible the

effects of resistance to thermal expansion, provided by the outer,

cooler portions of the concrete, to the central most severly heated

portion of the specimen. For specimens of less the 12-inch diameter,

a collar of lightweight, very low strength, cementitious (lightweight

aggregate) material was cast around the basic concrete specimen so that

the flow pattern of hot gases and the temperature distribution over the

face of the specimen would be a nearly as possible the same as that over the equivalent portion of the full 12-inch diameter concrete

specimen.

9
Variation in thickness was made partly in relation to the effects

of resistance to thermal stresses, but also partly to vary the resistance to penetration of steam, developed in the concrete, deeper into

the mass of concrete and away from the exposed surface. Preliminary to

the preparation of these specimens in the conduct of this particular

part of the study, specimens had been subjected to steam pressure for

long periods of time in an attempt to measure pressures developed within the concrete and the tendency for steam or liquid water to be forced

through the mass of the concrete under the effect of high surface temperature and resulting pressure developed in the contained moisture in

the concrete.

5.2 Moisture Content

The effect of moisture content on the spalling behavior of the

concrete was observed by preparing specimens in large numbers from a single batch and dividing them into several groups, each group being

subjected to a different conditioning program, but all groups tested

at the same age, thereby hopefully eliminating the effect of variation

in strength resulting from different ages. As described briefly in a preceding section, these specimens were initially placed in the fog

room, but following periods from 2 to 4 weeks one group of specimens

was removed and placed in 73°F, 50% relative humidity atmosphere and

allowed to tend to equilibrium moisture content in that ambient. Other

specimens, those in a second group, were kept in the fog room until the

appropriate age for testing. Specimens in the third group were kept

in the fog room until data taken on those in the first group indicated

that equilibrium was very nearly approached. Then specimens in the

third group were placed in ovens and heated at a temperature of 105 to

110°C. During this period measurements were made by the electrical re- sistance-type moisture probes previously described, and the data analyzed

to determine when the specimens had, in fact, been dried thoroughly.

The data observed in determining the effect of moisture content

were both the pressure and temperature data. The effect of the variation in moisture content was noted in its effect on pressure observed

within the specimens, and on the severity of the thermal gradients

observed near the exposed surface of the specimen.

5.3 Results

The highest pressures, ranging up as high as 750 psi, were observed

in fairly dense concretes that were tested following a long period of

aging in the fog room 'but no aging in other atmospheres. Specimens

conditioned for a short time in the fog room, followed by natural drying,

showed comparatively low pressures, in many cases no pressure being

observed. Finally the majority of specimens conditioned by thorough

artificial drying at temperatures of 105 to 110°C showed no observable

pressure development during the jet- impingement test.

10
The effects of wide variation in moisture content on the observed

temperatures and temperature gradients were not as extreme as those

observed on pressure but were nonetheless quite real. The very wet

specimens showed steeper temperature gradients near the surface until

the jet- impingement test had progressed to the point at which the surface concrete was dried under the effect of the jet. Lower temperatures were observed at appreciable depths, such as 1 inch to 3 inches

from the surface, than were observed with the dried specimens at corres- ponding times during the test.

The results of the tests designed to investigate the affect of

variation in resistance to thermal expansion stresses showed that

specimens of the smaller diameters tended to spall less than companion

specimens of greater diameters following the same conditioning program,

thereby substantiating the belief that spalling is at least partly due

to stresses built up in the concrete by differential heating and thereby

differential tendency to expand thermally.

Analysis of the results obtained with specimens designed to investigate the effect of variation in moisture content also indicated that spalling is at least partially the result of the effects of moisture content.

Those specimens tested following drying in temperatures of 105 to 110°C

in no case spalled, and in all but a very few cases did not even show

minor hairline cracking of the surface following jet exposure. Those

specimens tested after final conditioning in normal drying (73°F, 50%

relative humidity) showed a noticeable but comparatively little amount

of spalling. Some individual specimens conditioned to this program did

not spall at all. Finally, specimens tested after aging strictly in

the fog room in most cases spalled, and spalled appreciably. This spalling was quite violent and continued over an extended portion of the total

test period. This is in contrast to those specimens which spalled following so-called normal drying, which ordinarily spalled within the first

minute of the test and did not spall thereafter.

6. MINIMAL CONDITIONING

In view of the finding on the importance of conditioning (as affecting moisture content), a brief study was made of possible ways to minimize the time required for conditioning. Two methods of artificial drying were studied: vacuum and elevated temperature.

On vacuum drying, several groups of specimens were placed in a chamber and kept at low absolute pressures--one-half an atmosphere for one group, and below 10mm Hg for the others. All the specimens had

been kept in the fog room for 28 days before being placed in the partial

vacuum. The vapor pressure of water is about 21mm Hg at the laboratory temperature. The state of dryness of some specimens was measured

by electrical resistance elements already mentioned. Specimens kept at

11
one-half an atmosphere pressure for four weeks had essentially the same strength (flexural and compressive) and slightly higher moisture con- tent than companion specimens kept an equal time in air at 73°F, 50

percent relative humidity, and free atmospheric pressure--so-called

"normal drying." Other specimens kept at pressures below the vapor

pressure so water for long periods reached moisture contents of the same order of magnitude as achieved in oven-drying while having strengths essentially equal to those of companion specimens kept at "normal

drying" conditions. This required several months. During the first

28 days, electrical resistance measurements indicated they were drying more slowly than the companion specimens. Generally, the results indicate that drying equal to oven-drying can be achieved by vacuum, but

only over long periods for concrete. Shorter periods should be expected for materials of greater permeability or lower moisture content.

The technique would be particularly useful for materials that can not

be heated much above room temperature.

The minimum combination of fog-room curing and oven-drying was

sought. The criterion was that there be no significant effect on flexural or compressive strength while achieving high resistance to

jet impingement. For each set of specimens subjected to oven-drying,

a companion set was kept in the fog room and tested for strength at the same time as those oven-dried. A third set, restricted to flexural and

compressive strength specimens, was placed in normal drying. The con- ditioning programs examined ranged from 14 days in the fog room, followed by 28 days in an oven kept at 105 to 110°C, down to 7 days in the fog

room, followed by 7 days oven-drying. Most of the specimens were of

diabase aggregate concrete, but a set of blast furnace slag aggregate

concrete specimens was put through the minimum periods. None of the

oven-dried specimens spalled under jet impingement, but all the fog room specimens did. With one exception, the strengths (averages of

three specimens) of the oven-dried specimens were lower, but only

slightly so, than those of the fog-room specimens. The difference is

considered to be statistically real but not of engineering importance.

Therefore, resistance to jet-induced spalling appears feasible by

short periods of wet curing, followed by short periods at 105 to 110°C.

7. SPECIMENS FROM OUTSIDE NBS

Over the final portion of Phase 2 and much of Phase 3, the Bureau

of Yards and Docks required contractors to submit samples (3, each 18

by 18 by 6 in.) cast at the same time, and from the same batches used

to pave trafficways at various air facilities under the jurisdiction of

Bu Y&D . These specimens had been sealed in damp sawdust by the con- tractors. They were removed from this packing, placed in the fog room

until 28 days after casting, and then dried in air at 73 F/50%rh. The

specimens had not been instrumented, so the decision as to the appropriate age for testing the first specimen in each group was based on the

shape of the curve obtained by plotting data from periodic weighing.

Each specimen from a group of three was subjected to the jet- impingement

12
at a different age; the results from the first in a group being used,

with the weight-loss data, as an indicator toward the additional conditioning periods for the other two. The specimens were cut into beams

18 by 6 by 6 in. following jet-impingement exposure, and data obtained

on flexural strength, compressive strength, moisture content, etc.

The results obtained from the above were included in the periodic

reports to Bu Y&D. A table summarizing all such test data (except for one set submitted late, (see NBSR 7780) appeared in report NBSR 7486.

8. ACKNOWLEDGMENTS

The findings summarized and referred to inthis report are based

on the work of many people during the period 1951 to 1964. Principal

contributors include: R. A. Heindl, W. L. Pendergast, Dr. B. Foster,

S. Zerfos, C. Tuma, L. Mong, R. A. Clevenger, and E. Tratner. Numerous

others contributed to a lesser extent.

USCOMM-NBS -DC 13

TABLE 1. MATERIALS

The following lists the materials used as the major constituents of the

concretes studied in this program. Some of the concretes submitted from

various Naval Air Facilities contained materials not listed below. The

letter-symbols were used in the progress reports to indicate batch constituents. Those for cements are used in part B.3 of the Index to this report.

Phase 1

Cements

L Lumnite (high alumina)

Z Portland pozzolan

Aggregates

B Brick, medium dense

BS Bluestone (limestone)

C Calcined flint clay

H Haydite (expanded shale)

K Kenlite (expanded shale)

L Lelite (expanded shale)

0 Olivine

Phase 2

Cements

A Alcoa (high alumina)

Aggregates

B Brick, medium dense

BF Blast furnace slag

Phase 3

Cements

P Portland

Aggregates

BF Blast furnace slag

a/

V VolcaniteP Portland

P Pumice

R Rocklite (coated expanded

shale)

RC Raw flint clay

SS Sintered slag

W Waylite (expanded slag)

WM White Marsh (siliceous)

P Portland

Di Diabase

Di Diabase

o / -Submitted by Naval facility
TABLE 2. CHARACTERIZATION TESTS

These tests were made on the aggregates, cements, or concretes to

identify their general characteristics.

Aggregates

Sieve analysis

ASTM C117 ; C33; BY&D 45Ya

Bulk specific gravity

ASTM C127 ; C128

Water absorption

ASTM C127 ; C128

Crushing strength

BuReclamation MLR C385

Abrasion (Los Angeles

ASTM C 13 1 ; C3

Unit weight

ASTM C29

Petrographid

Cements

Chemical analysis

ASTM C114

Bulk specific gravity

ASTM C188

Compressive strength

ASTM C39

Air content

ASTM C138; C231

Expansion (autoclave)

Thermal dilation

PCE

ASTM C24

Water content change

Modulus of elasticity,

Youngs, dynamic

G. Pickett, ASTM

Proc. 1954; NBS RP

1252

Mix

Air content

ASTM C138; C231

S lump

ASTM C143

Compressive strength

ASTM C39

Flexural strength

ASTM C78

Youngs modulus, dynamic

G. Pickett, ASTM Proc.

1945 NBS RP 1252

Abrasion

Shrinkage

Weight Loss

Thermal dilation

Air permeability

Thermal conductivity

Pentane apparatus

Shear strength

Refractoriness (PCE)

ASTM C24

Freezing- thawing

ASTM C290

a/ Designed

Table

3.

Properties

of

Aggregates

o

o o

00 CO

CO

u 2 in

cO C

O *H U [X, CJ £u U fn

CO C

O *H

CJ ^

CO C

O -H

CJ [t,

CO C

O -H CJ

CO ad

«0 CJ

CxJ X) ^ <u

0) T3

•-* C

cO «0 n a CO

- a)

<D T3e

CO CO x2 a

CO
Shale,

Exp.

Rocklite

2780

28299

41026

coated

Coarse

47.7

52.0

1.32

7.21

10.54

<

9/16

51.3

57.0

1.65

6.39

10.22

co os m

m

CM O n.

nO in co in <*

<3- r—i cm co

co

on

nO

CM

o o o o CO H CO CO OrH OOvOOO CO o o H vO CM 00 CO i-H \D m

ON NO

r-* vO o o ON o CO co O r-i CM CO

<J- 00 00 CM o NO m <f oo co co h m vo n. no

CO o CO ON m co no cm in cm nO CO P** CM

•-in. co oo as NO vD

r—I .—I CM CM

00 00 CO CM

nC CO CO n- H CM f—I CM

no cn m co

«-h oo nCM CM CM CM

no n. on co

On 00 f—l n*

CM CM CM CM

O' CO

r-H CO

no nOn O

O CM

V pu

^1

U U

u a>

03 C

O *H CJ tn

cu 00 M

n3 a)

03 U|

•vT3 00 C

03 cd

r-H O- Cd| -0| o|

Phase

II

aggregates;

included

for

comparison.
Table

4.

Aggregates,

Phase

I,

by

Properties

of

Concretes

Made

Therefrom.

O GGO

ON o

I Q Gy

i m *4 S

O o „ *4 m r-- >4 .-j _ s m co m cm cn r*. © i-m

5**

XJ $> cu 3 O O

SS SB

43 03 30 O Cn

MH U

O 03

«5

0 sO

-H C ii

sf os

CM CH Q m <t m

»>* m 4n CJ rjj O m g g

60c

0) 4> > M ooo oo n n m m m <0s ^4 *~4 vO CM © ^ »-=i *-h cm m n r-H cn <j- in m

oo n \o >oo 0>o • • • . . . in M ©

O n* cn o t-« o • • • <j- vd o o m h ro cn n *H cm cn

sc m cm oo

vO <f 00 H

•H O \ pH

40H X

•4- os m

h ^ m r—. r~- mi OOO st CO ON

<n o o

cm os n -4 Qfs \C* m m soOn f>. On H CO N n MA no m cm os

On NO NO H

CM H H (N CM CM

m m m

S

co n* m co 4 m oo i 00 CM ^ <

600

QJ Q) > M

t-4 +J W C/3

o m o rsin vO 4N m

Q © m

m o <t O rH H CM CM moo cn <N yjD m <r vo o O o m o o HNmOHffN

cm cm cm m m < o m o o 4 O OS *4 CM CM CO rs

<J- -4 m .4

Q> 0 (0 as « m

m m m ooo O' O' OS ooo

o o O o <5 &S

CM CM CM H H O

CM CM CM in cn n cs h h cm

O O O m cn m

9 col 04 CM »-4 P»i CM p-3 04 CM (M CM »-3 0 N >J 0 M 0

>s

CO

5320

700

6.870

66.50

.0157

150

1.119

378.0

.0691

7.91

0.31

4300

620

6.822

28.65

.0056

110

.883

432.0

.0756

7.53

-0.04
Bluestone

P

1:1.55:1.72

4000

420

5.471

14.9

Z

1:1.43:1.59

4620

405

4.876

15.2

CM lO X> o H 00 N O

st n O H N o H rH m

O

H

I HI MI OOOOO

CO SO Mt

r^- ^ CM M O m

O

4cmO

rH Os in o N 4•

r-* on 4 • sf m

o n • • •

• i i

m m h .4- o CM 4 O CN 00 O cn O CM CM

r*- r- co cn m nCO ON CM O' CM ON

O N NO o m co »h m

• • • r". oo oo

O IO ON ^ H UN

CM 00 CM in ON SO mr>. 00 o oo

IflH CO- CM rM rH m on o o o o o o o vo h n f-H CO ON 00 vD

CM O O CM

nO On CO

sO O m O >-* m rs z

© o m m o o oo o o o o o o H CO ON H O rH o nx in m co 4 m n cm <t

00 On o rH O N o nX *-<44 ro

cm oo cm O m r-s r*- oo z O' m x> co

in

o <1- o oo m r-l CO vD r-i o no r^» m on m

co

ooo

cm oo m o r—< MienOn

co 3

CO H CM O O' ^ O O

4 X> 4 O' Is* CN

rH m m

oo

vO

n.

O O m o co m o rH m o o cm Mf m m On oo H n H H M

o o

4

o

o

co m

CM rH O rHO

4rsOo

ON CM o NO CO O O O rH o o o o

4

oo

(O N H Mt

rH vO n. 00

rH o r-t O o o o o

O m rH O H ON

CM rH O r>. co o m

NX) • » CO CM

• in \D • • X H CM 4 CO

<-< 4

O

X)

in

n in in m r-» vo cm in ON M in 00

rH CO

ON

CMin O O m in 4- oo oo co m o oo r-i co cm n CM

O cm ON NO h* H

rH 00 rH O rH ON 00 O O 00 rH r-l O' on cm

cm on oo in in in

no in

CM CM 4" rH m oo cm oo CO CM ON On in in x> cm

ON o O NnOO

on in rH on co m rH 4 in x> m n.

x>

r-ON

x> m vo m cm cm m m m co co vO nO vO vO in 4 m 4 4 4 CM

o o m

rH CO lC

00 v£) ON m m o O m

00 ON o cm NX) vO CO CO 00 vX O 00 ON On CO nO

r>» CM CM moo o

o -4 mi- o is oo rs oo o n£> o o m m omi- cm on 4- ON CM is m Mt 4 nO r- r- x> ors

vO

o m m

co o cm O NO ON in co m ooooo CO ON O ON Mf

Mt co co rs on 4 4 m mx

o o rM O

O 4

Mt CO

o o o cm is. in 4 m

Mt m m

CO rH H CM CM CO rH CO CO

CM »J CM rJ Pj Csl r-l CM N »J (I4 N rJ

5860

635

3.069

10.25

.0075

75

.750

NG

NG

18.28

.374

5790

555

3.160

33.00

.0091

190

1.248

NG

NG

15.45

.325

q:

LlT m

<

i

o

in

idm

S

o

o

o

ll.

to -i

f—

fd o

G >> -G Kh G fd O £

o -H

T5 a

G

(0 TJc G fd O

-G * wG Jh A fd E "0 O c, O oo

Q)

CO

fuel,

secondary,

and

primary

air;

D

fuel

injector;

E

Mixing

chamber,

primary

and

fuel;

F

Secondary

air;

G

Ignition

and

flame

retainer;

H

Secondary

air

er

tube);

combustion

chamber

(inner

tube);

I

Mixing

chamber,

hot

gas

and

ndary

air;

J

Thermocouple,

inserted

to

center

line

of

I.

W M

<D <D > a

£

3 (D O -M n

0

Vh3

•H

PH

DISTANCE

IN

INCHES

FROM

CENTER

OF

TEST

AREA

INDEX TO PROGRESS REPORTS

This is an index to the progress reports made to the sponsor, the

Bureau of Yards aid Docks, throughout this study. It is not an index to

this summary report. Since most of the progress reports were of modest

length, the references are by report number (NBS Report No.) without page

numbers

.

The index is in two parts. Part A is by subjects discussed in the

text or to information conveyed by illustrations. Part B is to information,

primarily numerical data, given in tables.

Part A - Subject Index

Aggregates

Blast furnace slag - 6269

Blues tone - 2632

Brick - 2632

Classification - 1817

Diabase - 4869, 6198

List - 1362, Table 1 of this report

Raw clay - 3705

Rocklite - 4200

Sintered slag - 4055

Tests, Table 2 of this report

White Harsh - 2632

Cements

Chemical composition - 1817

Heating, effects of - 4200

Identification - 1362, Table 1 of this report^l817, 2003, 5123

X-ray examination - 5736, 5855, 6269, 6475

Combustion chamber

See Jet-ImpingementjApparatus

Conclusions

Abrasion vs heating - 2198

Compressive vs flexural strength - 2198

Control concrete - 6475

Expansion vs heating 2198

Jet simulation - 7780

Minimal conditioning - 8510

Phase 2 materials - 4351

Pumice concrete - 1817

Raw clay - 3705

Water repellant - 6475

Wetting-drying cycles - 6475

i
Concrete

Conditioning - 1575, 1817, 2419, 2832, 6475

Constituents, effect of - 2198

Design, sources - 1575, 1817, 2003

Experimental mixes - 2632, 2832, 3399, 3705, 3855, 4055, 4200, 5123

Mixing - 1575, 1817, 2198, 2832

Gvendried - 6475

Properties - see Properties of concrete

Sand as substitute for fines 4200

Specimens - 1817, 2198

Concretes, by aggregates

Blues tone - 2198, 2419

Brick - 2198, 3399

Calcined clay - 2003, 3399

Lightweight - 1362

Olivine - 2003, 2198, 2419, 3012, 3399

Pumice - 1362, 1575, 1817

Raw clay - 2003, 3399

Rocklite - 1817

Sintered slag - 3705

Waylite - 13B2

White marsh - 2832, 3012

Cooperative (NBS-Port Hueneme) - 2632, 5961, 6562, 6653, 6827, 6909,

6995, 7069

Depth of Wear

Measurement technique - 3201

Differential Thermal Analysis

Concretes - 1817, 6475

Method - 1817, 6398

Electrical resistance of concrete - 4502, 7780, 7878

Heating Concrete

Alcoa - 5123

Compressive strength - 1817

Effect of - 1362, 1817, 3012

Shrinkage - 1817

Treatments - 1575, 1817

Water loss - 1817

Young ' s modulus - 1817

Hygrometers - 4869

ii
Jet Apparatus

Apparatus - 4351

Conditioning vs - 6475, 8041

Evaluation - 4502, 4626

Flexural strength, effect on - 6398, 6475, 7197, 7351

Gas temperatures - 4626

Gas veclocities - 4626

Photographs - 4626

Repeated tests on same specimen - 6475

Rewetting, effect of 6393

Steam curing vs - 6198

Temperatures in specimens - 4767

Water repellant treatment - 6475

Jet Simulation - 7578, 7744

Pressures - 7744

Spalling, compared with jet impingement - 7744, 77/80

Temperatures - 7744

Mechanism of Spalling - 7878

Specimens - 7878

Steam pressure - 7878

Thermal stresses - 7878

Minimal Conditioning - 8342, 8510

Moisture content of concrete

Change with conditioning - 4626, 4767, 7436

Depth vs - 5601, 5736, 5855, 5961, 6198, 6269

Hygrometers - 4869, 5601, 5736, 5855, 5961, 6198

Naval facilities, specimens from - 6909, 7069, 7131, 7197, 7351,

7436, 7744, 7780

Flexural strength - 7197, 7351

Jet impingement effects - 7351, 7486

Materials - 7197, 7351

Sampling and shipping - 7069

Objectives (stated each report; numbers indicate changes only)

Phase 1 - 1575, 2003

Phase 2 - 4351

Phase 3 - 7878

Permeability of aggregates

Blast furnace slag - 7131, 7197

Diabase - 7197

iii
Permeability of concrete - 6475

Aggregate - 6909, 7197

Duration of test - 6995

Effect of additives - 6827, 6909

Effect of heating - 6827, 6909

Effect of high air pressure - 7436, 7486, 7578

Fire brick check measurements - 6562

Jet impingement results - 7069

Relationship to steam pressure - 6475, 6562

Specimens - 6653

Steady state - 7578

Vacuum placement - 6995

Water content vs - 6653

Permeability of neat cement

Effect of additives - 6827, 6909

Phase 2

Apparatus - 4351, 4626

Conditioning - 4767

Introduction - 4351

Materials - 4351

Scope - 4351

Specimens - 4502, 6398

Photomicrographs , aggregates

Basalt - 6269

Diabase - 4869, 5961

Napa Quarry - 6269

Pore Examination - 6398

Pressure due to water (or steam) - 4869

Bomb test - 5123, 5233, 5353, 5736

Instrumentation - 6562, 6653, 6827, 6995

Neat cement - 5233

Under jet impingement - 6827, 6909, 7069

Under jet simulation - 7744, 7780

Properties of aggregates

Abrasion loss - 2419

Crushing strength - 1817

Effect of jet impingement - 4767, 4869

Fineness - 1817, 2419

Gradation - 2632, 3012

Refractoriness (PCE) - 1817

Sieve analysis - 1817, 2419

Thermal length change - 4055

iv -
Properties of Cements

Effect of heating - 4200, 4351

Jet impingement resistance - 5601, 5736

Modulus of elasticity - 4351

Refractoriness (PCE) - 1817

Specific gravity - 3012

Thermal length change - 3855, 4055, 4351, 5353

Weight loss - 4351

Properties of Concrete

Abrasion resistance - 1362, 1575, 1817, 2003, 3201

Aggregate ratio - 2003

Air content - 2003, 3012

Carbon dioxide content - 5233

Cement content - 1817, 2003, 2419

Compressive strength - 1362, 1575, 1817

Effect of heating -3012

Experimental batches - 2632

Flexural strength - 2198, 6398

Freezing- thawing durability - 2419

Heat transfer - 1362, 1817

Moisture gain and loss - 4626, 6995, 7197

Permeability - 6475, 6562, 6653, 6827, 6909, 6995

Pyrometric core equivalent - see Refractoriness

Refractoriness (PCE) - 1362, 1575, 1817

Shrinkage - 1817

Slump - 1817, 2003, 2198, 2419

Thermal expansion - 1362, 1817, 3705

Water content - 1817

Young's modulus - 1362, 1575, 1817, 4055

Steam pressure, applied - 7197, 7436

Apparatus - 7197, 7351, 7486

Instrumentation - 7351

Pressure in specimen - 7486, 7578

Specimens - 7351, 7486

Temperature in specimen - 7351

Shear strength - 7744

Method - 7744

Technical Requirements (stated frequently; numbers indicate additions

or changes)

Air content - 2632

Cement content - 2003, 2632

Compressive strength - 1575, 2198, 2632

Constant air and water content - 2198

Curing, 28 day - 2003

Fine: coarse ratio - 2632

Fineness modulus - 2632

Flexural strength - 2003, 2198

General - 1362, 1817

v
Technical Requirements (Cont'd)

Gradation - 2632

Lightweight aggregate concretes - 3705, 3855, 4200

Mix, pour, cure - 2632

Slump - 2003, 2198

Temperature gradient, under jet impingement - 7351, 7578, 7744, 7780

Aging vs - 7351, 7436

Moisture content - 7436

Rewetting - 7578

Test Methods

Aggregates - 1817

Cements - 1817

Concretes - 1817

Listing - see Table 2 of this report

Thermal Conductivity

Apparatus - 1817

Jet impingement vs - 5601

Method - 1817, 3399

Thermal Expansion - 3705

Topping on Base Concrete

Jet impingement - 5601, 5736

Vacuum Drying - 7878, 8041, 8118, 8342

Effect on strength - 7878, 8118

Moisture content - 7878, 8118

Weight loss - 7878

Vacuum Processed Concrete - 5855, 5961, 6198, 6995

Jet impingement resistance - 5961

Modulus of elasticity - 6995

Water Repellant

Effectiveness against rewetting - 6475

Water Vapor Movement Through Concrete - 5233, 5353

Apparatus - 5353, 5601

vi -
Part B

- Tables

The multitude of tables in the progress reports made this part

highly desirable. It is organized as follows:

Sections B.l, B.2, and B.3, respectively, identify reports

having tables on aggregates, cements, or concretes. Sections B.4,

B.5, B.6, and B.7 give information as to the properties, test

results, or other data headings for aggregates, cements and concretes.

Those for concretes are divided between Phase 1 and the remainder of

the study. In order to determine which reports have, for example,

strength of diabase-portland cement concrete, the reader looks at

B.3, B.6, and B.7. Without such organization, the index would be

much longer.

Finally, Section B.8 locates some data related more to the experimental method than to the particular specimens. Section B.9 relates

to specimens sent in from several air facilities. Naval and Marine, of

interest to the Bureau of Yards and Docks.

B.l Aggregates (properties, test results, etc).

Blast furnace slag, 6269, 7197

Blues tone, 1362, 1575, 1817, 2003, 2419, 2632, 3399

Brick, 1817, 2003, 2419, 2632, 3399

Calcined clay, 1575, 1817, 2003, 3399

Diabase, 5123, 5961, 7197

Haydite, 1362, 1575, 1817

Kenlite, 3705

Lelite, 1362, 1575, 1817

NAVCERELAB , 5123 , 6269

Olivine, 1575, 1817, 2003, 2419, 3399

Pumice, 1362, 1575, 1817

Raw clay, 1575, 1817, 2003, 2419, 3399

Rocklite, 1362, 1575, 1817, 3855

Sintered slag, 3705, 3855

Waylite, 1362, 1575, 1817

White Marsh, 1575, 1817, 2003, 2419, 2632, 3399

B.2 Cements

Alcoa, 5601, 5736

Lumnite, 1817, 2632, 3012, 4055, 5601, 5736

Portland, 1817, 2632, 3012, 4055, 5601, 5736, 6827

Portland pozzolan, 1817, 2632, 3012, 4055

- vii
B. 3 Concretes (by aggregate; properties, test results, etc.) - underlined reports include jet- impingement data.

Symbols after report numbers indicate cements used.

Blast furnace slag, 6269P, 6398P . 64.75P , 6562P, 6653P,

6995P , 7069P , 7197P, 7578P, 7744P . 7780P, 8189P , 8342P, 8510P

Blues tone , 2003P, 2198PLZ, 2419PZ, 2832PLZ, 3012PLZ, 3399PLZ

Brick, 2003P , 2198ZL, 2419ZL, 3012PZL, 3201PZL, 3399PZL,

4055P, 4200P, 4767P, 5123P, 5233PA, 5353A, 5601PA,

5736PLA, 5855P, 6198P

Calcined clay, 2003P, 3399PLZ, 3705PLZ, 4055P, 4200P

Diabase, 5123P, 5233P, 5353P, 5736PL, 5961P, 6198P, 6475P,

6562P, 6653P , 6909P, 6995P, 7069P, 7197P, 7578P,

7744P, 7780P , 7878P, 8041P, 8118P, 8189P, 8342P , asiop

Emery—, 5736L

Haydite, 1575PLZ, 1817PLZ, Kenlite , 3855PLZ, 4200 PZ’

Lelite , 2419PLZ

2419PLZ

4502PLZ

Olivine, 2003P, 2198PZ, 2419PLZ, 3012PLZ, 3201PLZ, 3399PLZ,

4200P , 5123P, 5233P

Pumice, 1575PLZ, 1817PLZ, 2419Z

Raw clay, 2003P, 2419PZ, 3399PLZ, 3705PLZ

Rocklite , 1817PLZ, 2419PLZ, 3855PZ, 4055PLZ, 4200PLZ, 4351PLZ

Sintered slag, 3705PLZ, 3855PLZ, 4055PLZ, 4200PLZ

Volcanite, 8189P

Waylite, 1575PLZ, 1817PLZ, 2419PLZ

White Marsh, 2419Z, 2632PLZ, 2832PLZ, 3012PLZ, 3399PLZ,

4055P , 4200P , 4767P, 5123P, 5233P

B.4 Aggregate Properties

Abrasion loss, 2419, 2632, 3399, 3705, 3855, 5123, 5961,

6269

Coarse to fines ratio, 5123, 5961

Crushing strength (compaction), 1362, 1575, 1817

Fineness modulus; 1575, 1817, 2003, 2419, 2632, 6269

Passing No. 200 sieve, 1362

Permeability, 7197

Refractoriness (PCE) 1817

Sieve Analysis, 1575, 1817, 2003, 2419, 2632, 5123, 6269

Specific gravity, 1362, 1575, 1817, 2003, 2419, 2632, 3399,

3705, 3855, 5123, 5961, 6269

Thermal shock effects, 5123, 6269

Unit weight, 1362, 1575, 1817, 2003, 2419, 6269

Water absorption, 1362, 1575, 1817, 2003, 2419, 2632, 3399,

3705, 3855, 5123, 5961, 6269

1 / For topping over base concrete

- viii
B.5 Cement Properties (including those of hardened neat paste)

Air content, 1817

Autoclave expansion, 1817

Chemical analysis, 1817

Compounds, by X-ray examination, 5736

Compressive strength, 1817

Ignition loss, 1817

Permeability , 6827

Refractoriness (PCE), 1817

Residue, insoluble, 1817

Shrinkage on heating, 4055

Specific gravity, 2632, 3012

Surface (Blaine), 1817

Temperature vs. pressure, in bomb, 5601, 5736

Time of set, 1817

Water-cement ratio, 5736

Water content, 5736

Weight loss on heating, 4055

B.6 Concrete Properties - Phase 1 Abrasion loss, 1817, 2003, 2198, 2419, 2832, 3012, 3201,

3399, 3705, 4200, 4351, 4502

Air entraining agent, 1575, 1817, 2003, 2198, 2419, 2632,

2832, 3012, 3201, 3399, 3705, 3855, 4055, 4200, 4502

Air content, 1575, 1817, 2003, 2198, 2419, 2632, 2832, 3012,

3201, 3399, 3705, 3855, 4055, 4200, 4502

Cement content, 1575, 1817, 2003, 2198, 2419, 2632, 2832,

3012, 3201, 3399, 3705, 3855, 4055, 4200, 4502

Compressive strength, 1575, 1817, 2003, 2198, 2419, 2832,

3012, 3201, 3399, 3705, 4200, 4351, 4502

Effect of variation, mix and curing, 2632

Flexural strength, 2198, 2419, 2632, 2832, 3012, 3201, 3399,

3705, 3855, 4055, 4200, 4351, 4502

Freezing- thawing , durability, 2419

Proportions, cement to aggregate, 1575, 1817, 2003, 2198,

2419, 2632, 2832, 3012, 3201, 3399, 3705, 3855, 4055,

4200, 4351, 4502

Refractoriness (PCE) 1817

Remarks (Workability), 2198, 2419, 2632, 2832, 3012, 3201,

3399, 3705, 3855, 4055, 4200, 4502

Shrinkage, after heating, 1575, 1817, 2198, 2419, 2832,

3012, 3201, 3399, 3705, 4200, 4351, 4502

Shrinkage, with age, 1575, 1812, 2003, 2832, 3012, 3201,

3399, 3705, 4200, 4351, 4502

Slump, 1575, 1817, 2003, 2198, 2419, 2632, 2832, 3012, 3201,

3399, 3705, 3855, 4055, 4200, 4502

Thermal conductivity, 3399

ix -
Treatment before test, 2832,3012, 3201, 3399, 3705, 4200,

4351, 4502

Water-cement ratio, 2632, 2832, 3012, 3201, 3399, 3705,

3955, 4055, 4200, 4502

Water content, 1575, 1817, 2003, 2198, 2419, 2632, 2832, 301?

3201, 3399, 3705, 3855, 4055, 4200, 4502

Weight (absolute or change), conditioned, 1575, 1817,

2003, 2832, 3012, 3201, 3399, 3705, 4200, 4351, 4502

Weight (absolute or change), heat treated, 1575, 1817, 2198,

2419, 2832, 3012, 3201, 3399, 3705, 4200, 4351, 4502

Weight, fresh, 1575, 1817, 2003, 2198, 2419, 2632, 2832,

3012, 3201, 3399, 3705, 3855, 4055, 4200, 4502

Youngs modulus, 1575, 1817, 2003, 2198, 2419, 2832, 3012,

3201, 3399, 3705, 4200, 4351, 4502

B.7 Concrete Properties - Phase 2

Air content, 5123, 5233, 5961, 6269, 6398, 6475, 6562, 6909,

7578

Air entraining agent, 5123, 5233, 5961, 6269, 6398, 6475,

6562, 6969, 7578

Carbon Dioxide content, 5233

Cement content, 5123, 5233, 57347 5961, 6269, 6398, 6475,

6562, 6909, 7578

Compressive strength, 7744, 7780, 8041, 8118, 8189, 8342,

8510

Flexural strength, 5123, 6269, 6398, 6475, 7744, 7780, 8041,

8118, 8189, 8342, 8510

Modulus of elasticity, 6995, 7069

Non-evaporable water, 5123, 5233

Permeability, 6562, 6653, 6827, 6995, 7069, 7197 , Proportions, cement to aggregate, 5123, 5233, 5736-, 5961,

6269, 6398, 6475, 6562

Remarks, 5123, 5233, 5736^; 5961, 6269, 6398, 6475, 6562,

6909

Shear strength, 7744, 7780, 8041

Slump, 5123, 5233, 5961, 6269, 6398, 6475, 6562, 6909,

7578

Spalling loss, jet impingement- see underlined entries

under B3 Concretes.

Temperature vs. pressure, in bomb, 5601, 5736

Water-cement ratio, 5123, 5233, 5736—, 5961, 6269, 6398,

6475, 6562, 6909, 7578

Water content, 5123, 5233, 5353, 5736, 5855, 5961, 6198,

6269, 6398, 6475, ®62, 6909, 7578

Weight change on aging, 4123, 5855, 6198, 6398, 6475,

6995, 7069, 7744, 7780, 7878

Weight, fresh, 5123, 5233, 5961, 6562, 6909

Weight loss vs depth, 5855, 6198

1 / Topping over base concrete

x -
B.8 Temperature distribution in concrete under jet impingement, 7351

B.9 Naval facilities, specimens from

Flexural strength after jet impingement, 7351, 7436, 7486

Jet impingement, 7069, 7131, 7197, 7351, 7436, 7486

Properties, fresh, reported, 7069, 7131, 7197, 7351, 7436

Properties, hardened, 7069, 7131, 7197, 7351, 7436, 7486

- xi - USCOMM-NBS-DC