F?re P.e’eRrch ’v Serviced

Naiional of Staiiiiards

B!dg. 225, F:n. A48 ^

Washingion, D.C, 20234

^

NATIONAL BUREAU OF STANDARDS REPORT

2003

EVALUATION OF

Q,UARTEFLY REPORT • ON

REFRACTORY i^UALITIES OF

.IRGRAPT WARi: UP, POWER CHECK, AND

CONCRETES

I^AINTENANC’

FOR JET

APRONS

W. L. Ponder gas t, R. A,

by

Heindl, C, R. Enoch, R. A. Clevenger

U. S. DEPARTMENT OF COMMERCE

NATIONAL BUREAU OF STANDARDS
U. S. DEPARTMENT OF COMMERCE

Charles Sawyer, Secretary

\

NATIONAL BUREAU OF STANDARDS

A. V. Astin, Director THE NATIONAL BUREAU OF STANDARDS

The scope of activities of the National Bureau of Standards is suggested in the following listing of

the divisions and sections engaged in technical work. In general, each section is engaged in specialized research, development, and engineering in the field indicated by its title. A brief description

of the activities, and of the resultant reports and publications, appears on the inside of the back

cover of this report.

Electricity. Resistance Measurements. Inductance and Capacitance. Electrical Instruments. Magnetic Measurements. Apphed Electricity. Electrochemistry.

Optics and Metrology. Photometry and Colorimetry. Optical Instruments. Photographic

Technology. Length. Gage.

Heat and Power. Temperature Measurements. Thermodynamics. Cryogenics. Engines and

Lubrication. Engine Fuels. Cryogenic Engineering.

Atomic and Radiation Physics. Spectroscopy. Radiometry. Mass Spectrometry. Solid State

Physics. Electron Physics. Atomic Physics. Neutron Measmements. Infrared Spectroscopy.

Nuclear Physics. Radioactivity. X-Rays. Betatron. Nucleonic Instrumentation. Radiological Equipment. Atomic Energy Commission Instruments Branch.

Chemistry. Organic Coatings. Surface Chemistry. Organic Chemistry. Analytical Chemistry.

Inorganic Chemistry. Electrodeposition. Gas Chemistry. Physical Chemistry. Thermochemistry. Spectrochemistry. Pure Substances.

Mechanics. Sound. Mechanical Instruments. Aerodynamics. Engineering Mechanics. Hydrauhcs. Mass. Capacity, Density, and Fluid Meters. Organic and Fibrous Materials. Rubber. Textiles. Paper. Leather. Testing and Specifications. Polymer Structure. Organic Plastics. Dental Research.

Metallurgy. Thermal Metallurgy. Chemical Metallurgy. Mechanical MetaUmgy. Corrosion.

Mineral Products. Porcelain and Pottery. Glass. Refractories. Enameled Metals. Concreting Materials. Constitution and Microstructure. Chemistry of Mineral Products.

Budding Technology. Structural Engineering. Fire Protection. Heating and Air Conditioning. Floor, Roof, and Wall Coverings. Codes and Specifications.

Applied Mathematics. Numerical Analysis. Computation. Statistical Engineering. Machine

Development.

Electronics. Engineering Electronics. Electron Tubes. Electronic Computers. Electronic

Instrumentation.

Radio Propagation. Upper Atmosphere Research. Ionospheric Research. Regular Propagation Services. Frequency Utilization Research. Tropospheric Propagation Research. High

Frequency Standards. Microwave Standards.

Ordnance Development. These three divisions are engaged in a broad program of research

Electromechanical Ordnance, and development in advanced ordnance. Activities include

Electronic Ordnance. basic and applied research, engineering, pilot production, field testing, and evaluation of a wide variety of ordnance materiel. Special skills and facilities of other

NBS divisions also contribute to this program. The activity is sponsored by the Department of

Defense.

Missile Development. Missile research and development: engineering, dynamics, intelhgence,

instrumentation, evaluation. Combustion in jet engines. These activities are sponsored by the

Department of Defense. • Office of Basic Instrumentation • OjBSce of Weights and Measures.
NATIONAL BUREAU OF STANDARDS REPORT

NBS PROJECT NBS REPORT

0903-21-4428 September 30, 1952 2003

QUARTERLY REPORT

OR

EVALUATION

AIRORAFT

OF REFRACTORY Q,UALITIES OF CONCRETES FOR JET

WARY UP, POWER CHECK, AND MAINTENANCE APRONS

by

W. L. Pendergast, R, A. lieindl, C* R. Enoch, R, A.. Clevenger

Refractories Section

Mineral Products Division

Sponsored by

U. S, Naval Civil Engineering Research

and Evaluation Laboratory, Constructlon

3a.ttallon Center, Port Hueneme, California

"3S File No. 9«3/H34“C

The publication, r

unless permission

25, 0, C, Such p(

cally prepared If

Approved for public release by the prohibited Director of the National Institute of standards, Washington Standards and Technology (NIST) on October 9, 2015.

report has been speclfireport for Its own use.
39

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QUARTERLY REPORT

OK

EVALUATION OP REFRACTORY QUALITIES OP CONCRETES FOR JET

AIRCRAFT WARM UP, POWER CHECK, AND NLIINTENANCE APRONS

Technical Requirements

The concretes must be of sufficient workability to

give a 2-inch slump when tested in accordance with ASTM

Method Designation C143-39 They also must develop

a flexural strength of 650 psi. The strength requirement

refers to the concretes after a twenty-eight day curing

period. Resistance to destruction when exposed to rapidly increasing and fluctuating temperatures is necessary.

Notification of the requirements for the limits of the

slump test and flexural strength were received too late

for application to the experimental work included in this

reports
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~ 2

I, INTRODUCTION

The objective of the investigation is the evaluation

of the physical properties and the determination of the

suitability of concretes for jet aircraft warm up, power

check, and maintenance aprons*

For this quarterly period the concretes were designed

using Portland cement with each of five aggregates.

II. ITiTERIAI^

C ements . The three types of cement'”’ selected for

this investigation were North American Type II portland.

Green Bay portland pozzolan, and Lumnite high alumina hy»

draulico The quantity of portland and portland pozzolan

cement already stored in waterproof drums was considered

sufficient for current use. However, it was necessary to

obtain an additional shipment of Lumnite cement because

the stock of the previously stored material was practically

depleted. This cement was subjected to the same physical

and chemical tests''^' that the first shipment received. The

results of these analyses indicated some slight differences,

but such differences would not be considered significant.

« The same brands of cement were used in an earlier inve^

tigation in which light-weight aggregates were studied [jLJ,

•-'5'* Kade by the Mineral Products Division, Concreting Hateri**

als Section, National Bi.,->reau of Standards,
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^rjregat£S. In the current work aggregates of a more

dense type, namely, crushed building brick, raw flint clay,

calcined flint clay, Bluestone, and olivine, are being used

in designing the concretes*

A study of the properties of these aggregates indicated

that such -materials approach the properties nf crushed

stone and crushed sand* Since three of the dense aggregates

are not marketed in the proper gradation that will produce

a workable concrete, it was necessary to crush, grind, and

screen them to the desired sizes*

The properties of the dense aggregates, previously reported /“2_7 are again given in table 1. These properties of

the aggregates are required in properly designing the concrete

mixes *Concretes . The data used in designing the various concrete m.ixes was obtained from publications by the Portland

Cement Association National Ready hix Concrete

Association

Trial batches were calculated and mixed using each of the

five aggregates with portlsnd cem,ent. The cement was varied

from four and one-half to seven sacks per cubic yard. This

variation in cement content was chosen in an effort to produce
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Materials

t— —

?ight

L O Bulk

Specific

Gravity

S.S, Diy

—_—

Water

Absorption

Percent by

weight

Identification

Size p

Jigged

Bluestone Coarse 98.0 2.74 0,24

Fine 113.0 2.64 1.06

Building

Brick Coarse 71.9 2,26 8.93

Medixam 70.3 2*27 9e60

Fine 91.9 2.37 6.10

Flint-clay Coarse 101.7 2.65 0,90

Calcined Fine 101.3 2,65 0,80

Flint-clay Coarse 101,5 2.52 4.76

Raw Fine 95.0 2.50 5.03

Olivine Coarse U6.7 2.97 3.20

Fine 130.5 3.09 1,00

White

Marsh

Gravel Coarse 110,9 2,64 0,30

*Sand Fine 112.0 2®63 0,30

^ * Indicates diatribe and Concrete Aggregates^"

ASTM Standards on

(b) Indicates bulking

"S.S*" Saturate<
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Table- 1. Properties of Aggregates

!—

1 Materials Sieve Analysis

Fineness

Modulus

Unit Weight

lbs/ft3 Bulk

Specific

Gravity

S.S. Dry

Water

Absorption

Percent by

weight 1

Identifies- Size Amount nassins U. S. £)tandard Sieve, percent by weight

Loose Jigged tion

1" , 3/4" 1/2" 3/8"

Nos.

4 8 16 30 50 100 200

Bluestone Coarse 100.0 99.1 71.6 22.7 3.1 2.0 __ __ ,,,, 6.73 83.6 98.0 2.74 0.24

Fine — — — 100.0 99.3 79.6 50.7 26.7 11.5 3.7 11.3 3.28 99.8 113.0 2.64 1.06

Biiilding

Brick Coarse 100.0 99.1 66.8 15.2 4.4 3.9 — — — — — 6.77 61.4 71.9 2.26 8.93

Medium — LOO.O 98.3 16.5 5.4 4.3 — — — — 5.75 60.5 70.3 2.27 9.60

Fine — — 100.0 99.9 70.9 50.5 36.0 23.5 11.0 7.5 3.08 80.1 91,9 2.37 6.10

Flint-clay Coarse 100,0 99.6 85.3 70.4 44.2 24.9 . _ _ _ 5.60 87.7 101.7 2.65 0.90

Calcined Fine — — — 100.0 75.1 38.0 20.2 10.6 5.2 1.8 0.9 4.49 89.4 101.3 2.65 0.80

Flint-clay Coarse 100.0 99.8 83.2 69.8 45.5 29.3 _ _ _ 5.55 86.0 101.5 2.52 4.76

Raw Fine — — — 100.0 76.3 37.3 20.1 10.2 4.6 1.5 1.9 4.50 80.9 95.0 2.50 5.03

Olivine Coarse 100.0 85.3 70.9 54.3 45.6 5.29 124.8 146.7 2.97 3.20

Fine — — . 100,0 99.9 99.3 82.0 65.5 35.2 10.3 4.0 2.08 114.4 130.5 3.09 1.00

White

Marsh

Gravel Coarse 89.9 76.2 54.1 31.9 3.3 — — — — — 6.88 100.1 110.9 2.64 0.30

Sand Fine — 100.0 97.9 8.00 64.9 49.5 22,0 4.1 1.2 2.82 100.4 112.0 2.63 0,30

Indicates distribution of sizes of aggregate as determined by ASH'I method C125-43 "Standard Definitions of Terms Relating to Concrete and Concrete Aggregates,"

ASIM Standards on Mineral Aggregates, Concrete, and Nonbituminous Highway Materials, Sept* 1948, page 70.

Indicates bTilking or fitting together of various sizes of aggregates,

"S.S." Saturated aggregate - Surface Dry.

- 4 -

a concrete of satisfactory workabi.lity and of the specified

strength. If a designed mix did not have good workability

additional trial mixes were prepared changing the aggregate

gradation by increasing or decreasing the fine- to coarse

ratio of the aggregate. Eighteen batches of concrete were

mixed and a set of specimens of each mix were fabricated.

Each set of specimens consisted of; three 6x12 inch cylinders,

two 3x4x16 inch prisms, and one 24x2i|.x2 l/2 inch slab. The

24-inch slab, after a partial set, received an additional

delayed finishing with a steel trowel. All specimens were

covered with wet burlap until the end of a 24 -hour period.

They were then removed from the molds, cured for six days in

a fog room, stored at laboratory temperature and humidity for

twenty-one days, and tested, A detailed description of the

method of testing was given in a previous report ZX7. The

compositions of the concretes are given in table II,

III. RESULTS

The results of tests of trial concrete batches are given

in table II,

The slump results are not as accurate a measure of the

workability whon angu.lar aggregates are used as they are in

conventional concretes with rounded aggregates.
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Laboratory

Identifi-

,

cation

^

^th Yoiong’s

b modulus of

elasticity

Dynamic Longitudinal

Linear / shrinkage

^

Abrasion

Loss

Lbs/in^ X 10^ £/ % Gms.

P-O-IA. 4.810 0.050 109

P-O-IB 4.471 0.167 210

P-O-IC 4.473 0.083 135

P-O-K) 5.199 0.070 62

P-B-l/l

^

2.252 0.115 59

P-B-IB 1.736 0.335 .

P-B-IC 2.090 0,460 65

P-B-ID 2,480 0,115 64

p-b-ie — —

P-BS-IA 3.980 0,000 54

P-BS-IB 4.521 0.070 45

P-BS-IC 4.681 0.180 31

P-RC-IA. 1.883 0.233 43

P-RC-IB 1.728 0.250 39

P-EC-IC 2.034 0.133 38

P-C-IA 2.649 0.000 71

P-<3-lB 2.979 0.050 52

P-C-IC 4.379 0.016 43

a; The fiiHg Brick, BS=Bluestone, RC=Raw Flint Clay,

C“Calci

Cement

£/Deteimi
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Table II. Properties of Trial Concrete Mixes

Laboratory

Identifi-

,

cation =

Proportions

by weight Cement content

cement to

fine to coarse aggregate

Vinsol

resin by

weight of

cement

Mater content Air

content

Slump

of fresh

concrete

Weight

of fresh

concrete

Weight of

concrete

after 7-day

fog and 21-day

R.T.

Compressive

strength

6x12 in.

cylinder

Strength

weight

ratio

Young's

modulus of

elasticity

Dynetmic Longitudinal

Linear , shrinkage

^

Abrasion

Loss

Bags/yd3 of

concrete

%

Gals/yd3 of

concrete

% Inches Lb/ft3 Lbs/ft3 Lbs/in^ 0/ Lbs/ln^ X 106 ®/ % Qmn

,

P-O-IA 1 : 1.1 ; 4.6 6.3 0.02 46.7 1.7 3.75 163 162 3145 19.5 4.810 0.050 109

P-O-IB 1 : 0.9 : 5.4 5.9 do 39.3 3.8 4.00 164 162 2825 17.4 4.471 0.167 210

P-O-IC 1 : 0.8 t 4.4 6.2 do 39.0 3.9 3.25 164 162 3330 20.5 4.473 0.083 135

P-O-ID 1 : 0,6 : 3.4 6.7 do 37.2 3.8 3.50 164 163 4155 25.6 5.199 0.070 62

P-B-U

^

1 : 3.6 ! 0.9 : 0.8 4.6 0.02 60.7 9.4 1.00 119 110 1900 17.3 2.252 0.115 59

P-B-IB 1 : 1.7 : 1.3 : 2.0 5.1 do 55.7 8.1 0.00 124 114 1480 15.0 1.736 0.335 __

P-B-IC 1 : 1.5 : 1.1 : 1.7 5.9 do 55.7 7.9 0.25 124 117 2470 21.1 2.090 0.460 65

P-B-ID 1 j 1.2 : 0.9 : 1.4 6.7 do 60.0 7.9 1.50 123 121 3125 25.8 2.480 0.U5 64

P-B-IE 1 : 1.7 : 1.0 X 1.5 5.8 0.015 54.5 6.5 0.00 127 — — — — — —

P-BS-IA 1 ; 2.8 ; 3.4 5.1 0.02 37.3 7.1 3.75 140 137 2340 17.0 3.980 0.000 54

P-BS-IB 1 I 2.2 ; 2.5 6.5 do 39.2 5.7 3.50 142 140 3130 22.4 4.521 0.070 45

P-BS-IC 1 : 2.0 ; 2.3 7.0 do 40.0 5.2 3.00 143 142 3330 23.5 4.681 0.180 31

P-RC-IA 1 : 2.8 t 3.0 4.7 0.02 47.0 12,5 0.75 125 121 1665 13.8 1.883 0.233 40

P-RC-IB 1 : 2.3 : 2.5 5.5 do 46.8 12.7 1.00 128 120 1690 Ik.O 1.728 0.250 39

P-RC-IC ^ ; 1.9 : 2.1 6.2 do 49.8 15.1 2.50 125 123 1980 16.1 2.034 0.133 38

P-C-IA 1 s 2.9 : 3.2 4.5 0.02 36.7 15.3 — 126 123 960 7.4 2.649 0.000 71

P-C-IB 1 I 2.4 : 2.6 5.8 do 35.4 11.5 — 133 124 1775 14.3 2.979 0.050 52

P-C-IC 1 : 2.0 ; 2.2 7.0 0.01 37.8 8.1 0.50 138 134 2975 24.2 4.379 0.016 43

^ The first letter indicates the tj^ie of cement, namely, P=Portland; the second letter, or letters, indicate the type of aggregate, Oolivine, B"Building Brick, BS“Bluestone, RC“Raw Flint Clay,

C=Calcined clayj the niamerical, 1, indicates cured for 23 days; the letters A, B, C, D,E, indicate different cement contents.

Cement : Fine : Medium : Coarse

IDetermined after 28-day curing period.
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With an increase of cement content and the ratio of

fine- to coarse aggregate remaining unchanged '^an increase

in compressive strength was developed* The concretes that

failed to develop the expected compressive strength have

higher air contents than are norm.ally desirable. The aircontent can be decreased by lowering the amount of the airentraining agent (Vinsol resin). This, however, effect

the placement of a mix.

The resistance to abrasion of concretes designed v;ith

olivine as an aggregate was less than it was when any other

of the five aggregates were used. The data thus far

indicates that concretes designed with the raw or the calcined

flint clay aggregates, although comparatively loij in compressive strength, have a some'what higher resistance to

abrasion.

Does not apply to P-O-IA, P-3-1A and P-B-IE. The figures

denoting the ratio were rounded off to the nearest onetenth.
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ASTM Standards on Mineral Aggregates, Concrete, and

Nonbituminous Highway Materials, September, 1948®

Slump Test for Consistency of Portland Cement

Concrete, page ll5.

National Bureau of Standards Report l8l7«

Design and Control of Concrete Mixes, Ninth Edition.

The Proportioning of Concrete, A. T« Goldbeck and

J. E. Gray, revised edition June, 1949*
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- "N
THE NATIONAL BUREAU OF STANDARDS

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