Fire Research Inforroation Services

National Bureau of Stani^ai’ds

Bldg. 225, Rm. A46 ^

Washington, D.C. 20234 ^

(K 77Aim

NATIONAL BUREAU OF STANDARDS REPORT

3201

EVALUATION OP REFRACTORY 'QUALITIES OP CONCRETES

FOR JET AIRCRAFT WARM UP, paJER CHECK,

A^ID mil'ITSJIANCE APRONS

by

w. L. pendergast, R. A. Clevenger, Edward C* Turaa

U. S. DEPARTMENT OF COMMERCE

NATIONAL BUREAU OF STANDARDS
U. S. DEPARTMENT OF COMMERCE

Sinclair Weeks, Secretary NATIONAL BUREAU OF STANDARDS

A. V. Astin, Director

cover of this report.

Electricity. Resistance and Reactance Measurements. Electrical Instruments. Magnetic

Measurements. Electrochemistry'.’

Optics and Metro^gy; Photometry and Colorimetry.: . Optical. Instruments. vPhotographic

Technology. Length. Engineering Metrology.

Heat and Power. Temperature Measurements. Thermodynamics. Cryogenic Physics. Engines

and Lubrication. Engine Fuels. Cryogenic Engineering.

Atomic and Radiation Physics. Spectroscopy. Radiometry. Mass Spectrometry. Solid State Physics. Electron Physics. Atomic Physics. Neutron Measurements. Infrared Spectros- copy. Nuclear Physics. Radioactivity. X-Ray. Betatron. Nucleonic Instrumentation. Radiological Equipment. Atomic Energy Commission Radiation 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. Fluid Mechanics. Engineering Mechanics. Mass

and Scale. Capacity, Density, and Fluid Meters. Combustion Control.

Organic and Fibrous Materials. Rubber. Textiles. Paper. Leather. Testing and Specifications. Polymer Structure. Organic Plastics. Dental Research.

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

Mineral Products. Porcelain and Pottery. Glass. Refractories. Enameled Metals. Concreting

Materials. Constitution and Microstructure.

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

Applied Mathematics. Numerical Analysis. Computation. Statistical Engineering.

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

Instrumentation. Process Technology.

Radio Propagation. Upper Atmosphere Research. Ionospheric Research. Regular Propagation

Services. Frequency Utilization Research. Tropospheric Propagation Research. High Frequency

Standards. Microwave Standards.

^Office of Basic Instrumentation ^Office of Weights and Measures.
NATIONAL BUREAU OF STANDARDS REPORT

NBS PROJECT NBS REPORT

0903 - 21-4428 March 31 > 1954 3201

Q,UARTSHLY REPORT

ON

EVALUATION OP REPRACTORY QUALITIES OP CONCRETES

POR JET AIRCRAFT WARM UP, Pa^JER CHECK,

hW PAIlE^ErlANCS APRONS

by

W. L. Pendergast, R. A. Clevenger, Edward C. Tma

Refractories Section^

Mineral products Division

Sponsored by

Department of the Navy

Bureau of Yards and Docks

Wa s hi ngt on , D . C

.

Reference : NT4~59/NY 420 008-1

NBS Pile No. 9.3/H34-C

Approved

;

R. A. Heindl, Chief

Refractories Section

U. S. DEPARTMENT OF COMMERCE

NATIONAL BUREAU OF STANDARDS

The publication, reprint

unless permission isobta

25, D.C. Such permlssl

caiiy prepared if that a

Approved for public release by the

Director of the National Institute of

Standards and Technology (NIST)

on October 9, 2015.

irt, is prohibited

rds, Washington

has been specififor its own use.
c1 1

•.A r-^ ' i , ; .;] 1
QUARTERLY REPORT

ON

EVALUATION OP REPP^\CT®Y QUALITIES OP CONCRETES

P OR JET AIRCRi\PT YARH UP, PO.'^ER CHECK,

AND lAIlY’El'IANCE APRONS

TEC HNICA L REQUIREI ENTS

The technical requirements are the same as those given

in the N3S Report 3012.

1. INTRODUCTION

The objective of the investigation is the determination

of the physical properties of concretes that will evaluate

their suitability for use in jet aircraft warm-up, power

check, and maintenance aprons.

2. lATERIALS; PREPARATION ALID TESTING

2.1 Cements

The physical and chemical tests of the cements used in

the preparation of concretes during this quarter have been

previously reported.

2 . 2 Aggregates

One thousand pounds of calcined Kentucky flint clay

have been crushed. Sufficient amounts have been screened

through the eleven required screens to enable the determination

of the loss in the Los Angeles abrasion testj bulk specific

gravity; the percent absorption; the unit weight in pounds

per cubic foot; the correction factor for use with the air

meter; and to design several trial batches of concrete.
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2

2.3 Concretes

Five concretes were designed, mixed, and complete sets

of test specimens fabricated. Three of the five concretes

were designed with crushed building brick as the aggregate

and either port land, portland pozzolan, or high-alumina

hydraulic cement. The other two were designed with olivine

as the aggregate and either portland or portland pozzolan

cement. The mixer of five-cubic foot capacity, necessitated

preparing three charges of each concrete to yield the

l5 cubic-feet used in fabricating complete sets of test

specimens

.

The results obtained on one-cubic foot trial batches

of these concretes, reported previously in II.B.S. Report 3012,

were used as a basis for designing the final batches.

2 . 3 a ^ La boratory Method of Me asuring the Depth

of VJear of an Abraded Refractory Concrete Slab .

A series of systematic measurements were made for the

purpose of deterraining the average depth of the abraded area

of concrete slabs. The test slabs vrere 2l| x 24 x 2 1/2

Inches and were abraded using the apparatus for determ-ining

relative wear resistance designed by Schuman and Tucker.—^

The apparatus for making the depth measurements

consisted essentially of a triangular steel plate with

three legs, which supported t^^^o dial Indicators graduated

in 0.001 inch, as shown in Figure 1.
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The triangular table upon which the dial Indicators were

mounted was constructed of 3/i|-inch steel plate with equal

sides of ten inches and a base of 1 3/U inches. The legs

were set screws made from l/4-inch drill-rod with the point

lathe ground to a 45° angle and polished. The gauge shafts

pass through the table are 1.2 inches apart and are held in

position by Allen set screws. The entire assembly weigha--

slightly over three pounds. It is of sufficient weight to

firmly seat the legs and the plungers (rounded).

In order to systematize the pattern for the depth

readings certain geometric patterns were established on the

slab as indicated in Figure 2. This vjas done so that

readings would be taken at 45° intervals around the abraded

track and four readings would be taken across the width of

the track at the same intervals.

The Reference marks were cylindrical gauge disks with

0.0465 inch holes drilled (No. 56 Twist drill) sufficiently

deep to clear the ends of the points on the legs of the

dial Indicator table. These centrally located holes were

reamed with a 60 ® reamer to remove any burrs. The points

on the table legs have an angle of 45 ° (see Figure 1), and

will seat where the reamer meets the holes. Forty-eight

of these reference markers were cemented to the test slab.

The surface was first roughened, brushed clean, and Duco

cement applied in the desired area. For purposes of
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- 4 -

explaining the procedure involved in making depth measurements

of an abraded area five circles are shown in Figure 2.

Starting with the t^^^o inner circles, one set each of eight

reference markers are placed on the perimeter of each circle.

The centers of these concentric circles with radii 0,7 and

1,3 inches respectively is the center also of the test slab.

The reference points are placed on the perimeter of these

innerrriOst circles at the intersection of the radii at 45°

intervals. The third concentric circle having a radius of

five inches places the abrasion apparatus preparatory to

a test, in the proper position with reference to test slab.

The only purpose of the fourth and fifth circles, with

radii of six and nine inches, is merely to show the

boundary of the area to be abraded. The other 32 reference

markers in sets of two to take care of the two legs at this

end of the table are located outside the abraded area as

is shown in Figure 2. Sixteen of these markers are related

to the smallest circle and are spotted by placing the leg,

which is at the apex of the triangular shaped table, in

the reference marker on the inside circle and revolving

the table till the plunger of the two dial indicators fall

on the correct radius. The outside set of l6 markers is

located by a similar operation but with the one table leg

in the marker on second smallest circle.

The difference between the average of 32 dial readings

before abrasion and the average of 32 dial readings after

abrasion was considered the depth of wear.
I.
- 5 -

3. RESULTS Am DISCUSSION

3.1 Concretes

Table I gives the properties of the fresh concretes that

were designed and mixed during this quarter.

The cement content, as calculated, was slightly above

the maximum permissible 7 l/2-sack mix in the concrete

designed with the olivine aggregate and the pozzolan cement.

This also held true for the concrete designed with crushed

building brick aggregate and high-alumina hydraulic cement.

The air contents, as determined by the pressure method

(air meter) were maintained within the three to six percent

range required, except in the concrete designed with olivine

aggregate and pozzolan cement. The results of tests on

trial batches of this concrete indicated that a concrete

using this type aggregate would not develop the required

flexural strength of 6^0 psi if the air content was above

three percent.

The results of the slump tests were within the normally

reproducible limits for two-inch slump concrete. There is

no specified requirement, in this project, for slump of

concretes designed with high-alumina hydraulic cement.

All the concretes designed with olivine aggregate were

of a more plastic type than normally used in paving due to

the high cement content necessary to develop the required

strength.
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TABLE IPROPEKTIES

OF

FRESH

CONCRETES

Remarks

Fresh

Concrete

plastic;

fatty

do do

plastic

;sticl(y

do do 1

placed

well1

bleeding

do 1do

harsh

but

placeable do do

harsh

but

easily

placed

do do

easily

placed

too

wet do 1

do 1

.39 .39 .39 ?; i 15 3 3 5 3 H 3 5 5 5 01s

rresn

Concrete « R? 8 8 1 Fl g H H iH o 8 Fo 4 d ^ i—i r-i

166.66 166.66 168.40 136.46 139.08 137.34 CM

H i i i

c— c—

a 3 a 0

inches 1.75 i2.00 2.00 1.50 1.75 2.00 2.25 2.00 1.90 2.75 1.75 2.50 u\ ir\

O

C- CM ir\ H CM CM o o o

-4 -4 1«ooA

Air

Meter |

Method ' ^ So Fy Ci CM

1.51 1.98 2.01 CMOHOC- <V

CM

.4- -3- CM O vO c-

>0 -4- 4A

O W^ VN

C>. CM -4

CM

CM CM -4

i/\ r- CM cn cn 0^

Gravimetric Method % 1.02 1.75 2,25 0.40 1.05 0.51 CO to CO o o o

CM CM CM

5.38 3.74 4.72 1.09 1.65 2.06 CM

O

O

H nO vO

~4 cA

Water

Content

Gals,

yd^

of

Concrete

34.3 33.9 33.8 34.0 36.0 38.3

ic\ ic\ CO ^ ^

C^ sO

H

cn cn -4^ c^ c»^

CM

O

Cr® <0 cS cn

O O' CO 3 3 3 '

Vinsol

Resin

by'

Weight

of 1

Cement oc*^ o o O TO -o

.025 do do .035 do doj

op op 010* none do do OTO* op op 11u1o

Sacke/yd^

of

Concrete 7.26 7.20 7.17

p CM to ® sO

«> cl

7.09 7.09 7.16 6.02 6.15 6.04 6.90 6.80 6.78

H CM sO sO vO el cl CProportions

by

Weight;

Cement

to

Coarse

and

to

Fine

Aggregate 1:

3.50 :

1.50

do do

<—i

** o o ^

*0 “O

cn

t—1

CM“ O

O ^

t3 X)

H 1:

3.12 :

1.47

do do

P7H

*' o O

g- XJ TJ

CMH 1:

2.U:

1.53

do do 4i<3j[ D

P-0-1 P-0-2 P-0-3 Z-0-1 Z-0-2 Z-0-3

P-B-1 P-B-2 P-B-3

H CM 1 1 t 3 S S H CM C^ i 2 i

The

first

letters: P=

Portland

Ccaent; Z=

Portland

Pozzolan

Cementj L=

Lumnite, a

high-alxnaina

hydraxilic

cenent

The

second

letters: 0=

Olivine; B=

Crushed

Building

Brock.

The

numerals

1,

2,

and 3

indicate

the

number

of

batches,

same

design

but

different

charges.

6

The workability of the concretes designed with crushed

brick aggregate, in contrast to those designed with the

olivine, was of the normal harshness of paving concretes

containing a crushed aggregate,

ProTii the properties listed in Table I of the three

separate charges for each concrete of the same design an

indication of the limits of reproducibility may be obtained.

Table II gives the properties of the cured and heattreated concretes.

The concrete designed with olivine aggregate and highalumina hydraulic cement did not quite develop the required

flexural strength of 6^0 psi after a 28-day fog-room

curing. The trial batch from which this final mix was

designed developed a flexural strength of 720 psi with

only slightly less water. The f/c ratio for trial batch

was Oe44 final batch was 0,45* Data collected on

trial batches of this type concrete indicated that an

increase to a 7-1/2 sack mix would result in a flexural

strength, after the 28-day fog-room curing, equal to the

required 6^0 psi.

The two other concretes designed with portland cement,

the one containing olivine as the aggregate and the other

crushed building brick met the flexural strength requirements after the 28-day fog-room curing. Both increased

in strength after the 250 °C heat exposure but showed a

slight loss in strength after the 500 °C heat exposure.
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TABLE

II

-

PROPEETIES

OF

CURED

AND

HEAT-TREATED

CONCRETES

Total-^ Weight Change

C'-CMTSsO sQ OtO N -J H -T o

O Q O OMTvsp

+ 1 + 1 1 IT

rH Os rH -4 Os O -4 Os sO t» CM s£) <> O Q O -4 -4sp

+ 1 + t 1 1 T

CM rH sO -4

-4 rH UN -4 UN O CM o UN UN sD + 1 + 1 III

Total^

Linear Change

no

change

-0.02

no

change

-0.03 -0.03 -0.08 +0.04

rH rH CM nO C^ C*^ O O O o O rH i-f ???????

rH rH CM CM CO CO o o o o o o o ? ? ? 8 ? 7 ?

Young's

Modulus

of

Elasticity

Dynamic

:

Longitudinal o3

s

CMjSo5

03 3

-^'COOCVt^LTNOr^

g^QLr\(No^u-\sOtX)

to

w-\ nO sO 'O -4“ fH

o^CMu-Nirscnr^vOc^ p -4-4C7ssO C^COnO t50rHu~\rHo^t0sOO

C^sOHD C^U-\-4C^rH

COOOpCOUNC^O fHUNrHCOCOpsiNrH

CMC^sOCMC-C^TOsO C^-4-4UNO^(nmrH

Abrasion

5

^g- O g Q ^

m

03 szoa

(V vO CV t^sO

-4 ITS to

rH o

o q ^ o q

d

*

U-\ rH LT\ CTs CO -4 uA L.-^ H c^ op -H oj rH O O O O r-^

.0075 .0047 .0186 .0233 .1159

S -P

Q> Q

3 1

tr\ uA O O CM sO CM cQ C<M» nQ O CM

C>- CM (M

CM CM -4

Cm I^h'i <hj

UN LT\ O P O tH u\ €3 o

Os CQ sO sO HD

rH rH S.O Cs rHsO

UN O ^ O O O rH

rH sO UN 0-\ rH

CM rH sO Os OLTN

Fleoairal Strength s. Q p O »/N O CK ^ r- H -4nO fH O UN UN Q O c^sO O C^

UN sO >0 I/N

UN UN O UN UN

CO CO Os OJ -4 sO UN r-i

Compressive

Strength

•H

0)a

8c*^

-4- o-4

-4 oc»N

m

43 M

go o 2 £ ^

H Q.

HCMC^-4tC\sOC^tO rHCMON-4UNsOC^CO rHCMC*N-4UNvOC^C0

4-

I

ff J

t

gg

0. of

Cement

to

Coarse

and

to

Fine

Aggregate a

CM

MD

<—

1

rH

oUN

rHoUN

c^

rH

-4

rH

q

ON

rH \

+>J

1

a

O

1-4

o

CL,

CQ

1 Oh

^oj C 0) ^ Q Jh •H <tJ CV +:> •ri CO

0) T3 q c ^ 0)

a {5 tl S 5 vD

'

CO <1)

'

4> V <D 1333

0>

cil ^ 'o1 ^ 'o1 ^

length

after

24

hours

in

mold,

weight

after

24

hours

in

mold.
I
- 7

-

The volme change, as indicated by linear measurements,

and the weight loss throughout the different exposures are

of a much lovjer magnitude in the concretes with olivine or

crushed building brick aggregates than were concretes

containing White Tfarsh or Bluestone previousl37- reported.

The scheduled program included the determination of

the compressive strength of cylinders of each concrete after

a 28-day fog-room curing. In addition to the compressive

strength of cylinders for the first time, the compressive

strength of portions of beams broken in flexure, also was

determined. The ''Strength Correction Factor", given in

A. S.T. IT. Designation: c42-Ii.9-^^ was used in calculating

the compressive strength of the beam ends. Figure 3 shows

the ratio of compressive strength of the beams to flexural

strength to be approximately 7 to 1. This ratio remains

fairly constant for the three concretes irrespective of

the curing periods or heat exposures. The compressive

strengths of cylinders fabricated from the three concretes

and cured for 28 days in the fog-room are also shown in

Figure 3 for comparative purposes.

Table III gives the results of the abrasion tests.

The amount of wear of the slabs vjas measured by two methods,

namely (1) the depth of abrasion and, (2) the weight of

dust removed. Fifteen slabs of three concretes were

tested after each of two curing periods and after each of

three heat exposures.
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3

Relation

Between

Compressive

T

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o o o o o

o o o o o

If) ''S' rO w

(^qoui/sqi) H19N3dlS 3A!SS3ddr^03

FLEXURAL

STRENGTH

(!bs/inch

'r*1

'

^ 6 .i3«t
Identification^

Weight

of

Concrete^

Test^

Depth

of

/ Wear^

Weight of Dust

Identi

Calculated Obtained

grams/inch^ inches . grams grams

L-0-1

44.70 1

4

0.1416

.0064

.0076

.0087

39.49

40.57

48.15

55.42

73.25

30 .x

37.30

46.40

P

L-0-2 44.91

k/

.0102

.0056

64.59

35.55

53.35

28.65

p

-

L-O-3 43.54 .0375 231.06 226.25 P

-

L-0-4 42.50 .0383 229.81 200.20

L-0^5 42.11 jE/ .0756 450.29 432.x

a/

®/

£/

See "A Portable Appeiratue for Determining the Relative Wear Resistance of C First letters: L = high-alumina h^raulic cement; F = Portland cement.

Second letters: 0 = olivine aggregate; B = crushed building brick aggregat

The numerals indicate the curing periods and heat exposures:

1 = seven days storage in fog-room plus 21 days at laboratory temperaturi

2 = twenty-eight days storage in fog-room. ! 3 = No, 1 plus heat exposiire of 250“ C for five hours.

4 = No. 1 plus heat exposure of 500“ C for five hours.

5 = No. 1 plus heat exposure of 1000“ G for five hours.

This value was calculated from volume and weight determinations on specimeni

Tests 2, 3 or 4 made successively on the same specimens and in same abrade

A description of the apparatus and method for detennining depth of wear is

Lea*ge aggregate exposed.

At this depth the cement bond or matrix appears to wear well below aggregat
TABLE III - ABRASION TEST RESULTS^

Jl:cation^

Weight

of

C / Concrete-'

Test^

Depth

of

/ Wear^

Weight of Dust

Identification

Calculated Obtained

grama/inch^ inches grams grams

- -1

44.89

4

0.0045

.0061

.0044

.0037

28.55

38.71

27.61

23-48

19-75

26.55

22.60

18.60

P-B-1

-‘-2 45.35 1 .0051 32;69 18.15 P-^-2

-L-3

42.88

2

3

.0155

.0108

.0072

93.95

65.48

43.65

66.50

52.50

40.91

/

^ P-B-3

/

--4 43.80 .0219 135.60 96.80

r

\ p-a-4

--5 42.55 1

^

.1138 684.54 616.01

f P-B-5

(xrete Floors", N.B.S. R.P. 1252, 549.

<

t and humidity.

t , of concrete fabricated from the same mix and receiving the same treatments,

c area.

I yen in this report.

( - level.

TABIi III - ABRASION TtST RESULTS^

IdwitlfioatioD^

Weight

of ^ Concrete^

TertS/

Depth

of . HeaW

Weight of Dust

Identification^

Weight

of

Concrete^'

Test^

Depth

of , WsarS/

Weight of Dust

IdentlXioation^

Weight

of ! Concrete^Test^

Depth

of , W»ar^

Weight of Dust

Calculated Obtained Caloixlated Obtained Calculated Cbtalned

grans/inch'^ inches grams grams grams/inob^ inches grams grams grams/'lneh^ inches grams grams

l^-O-l

Ut.70 1

4

0.141i>

.0064

.0076

.0087

89.49

40.57

48.15

55.42

73.25

30.00

37.30

46.40

P-0-1

44.89 1

W

4

0.0045

.0061

.oou

.0037

28.55

38.71

27.61

23-48

19-75

26.55

22.60

18.60

P-B-1

35.32 1

4

0.0075

.0047

.0034

.0054

37.44

23-46

16.97

26.96

a.05

16.60

13.35

22.25

I/-0-2 W..91

k/

.0102

.0056

64.59

35.55

53.85

28.65

P-O-2 45.35 1 .0051 32i69 18.15 P-B-2 36.53 1 .0056 28.92 16.05

L-0-3 li/ .037i 231.06 226.25 P-0-3

42.88 li/

2

3

.0155

.0106

.0072

93.95

65.48

43.65

66.50

52.50

40.91

P-B-3

34.02

3

.0186

.0078

.0062

89.45

37.51

29.82

65.15

34.86

22.00

XrO-k 42.50 1^/ .0383 229.31 200.20 P-0-4 43.80 1^/ .0219 135.60 96.80 P-B-4 33.62 4’ .0233 U0.74 93.70

L-0^5 42.11 16^ .0756 450.29 432.00 P-0-5 42.55 1^' .U38 684.54 616.01 P-B-5 33.59 4J .1159 550.36 501.00

S/ Saa "A Portabl* Apparatus for Determining the fteLatire Wear Resistance of Concrete Floors", N.B.S. R.P. 1252, 5^9.

^

First letters: L “ hlgh-alupdna hydraulic cement; P = Portland cement.

Second letters: 0 • olivine aggregate; B “ crushed building brick aggregate.

The rnaaerals indicate the curing perils and heat exposures:

1 “ seven days storage in fog-rcxan plus 21 days at laboratory temperat\a^s and humidity.

2 - tventy^eight days storage in fog-room.

3 “ No. 1 plus heat exposure of 250*C for fire hours.

A » No. 1 plus heat exposure of 500*C for five hours.

5 * No. 1 plus heat exposuro of 1000* C for five hours.

^

This value was calculated froon volume and weight determinations on speciments, of concrete fabricated firm the same mix and receiving the sams treatments.

^

Tests 2, 3 or 4 Bade successively on the same speciuifsis and in same abraded area.

5/ A description of the apparatus and method for determining depth of wear is giyen in this report.

ti Large aggregate ssqnsed.

^

At this depth the cement bond or matrix appears to wear well below aggregate level.

- 8 -

Concretes when cured for 28 days in the fog-rocfoi

developed the most resistance to wes>r. Those cured for

seven days in fog-roaii and stored for 21 days at laboratory

temperature and humidity were slightly less resistent.

Heat exposures of 2^0, 500> s^d 1000°C for five hours

decreased successively the resistance to x^rear. Six of the

slabs were subjected to the abrasion test from two to four

times. There seems to be no relation between the results

of the first, second, third, and forth test on the same

specimens of concrete 'when abraded at Increasing depths.

An examination of the specimens that had been heated show

no indication of the aggregate having been pulled out.

The bond or matrix, however, appears to be removed from,

the abraded area to a level somewhat below that of the

exposed aggregate. This condition was not so pronounced

in the concrete designed with the high-alumina hydraulic

cement and heated to 1000“C.

Figure l[ shows the linear relation between the two

methods of measuring the wear or abrasion resistance of

concretes. The slope of the line indicates that the

difference obtained by the two methods Increases with

the amount of l^rear. This increasing difference in results

(as obtained) may be explained partially by the decrease

in unit weight of the material. Table III, if the same

percent of abraded material is lost (disseminated) in

the surrounding sir.
^:. 7 l

' '.-It

:;:ir ^

m_'

'I; !>;'''! I

'

,* I

'/.iAi i»A‘ 1.^*. ''.V.&^tt'^.

<»

ft

,

• +'^^a*efc

,v..;- y ,-<^®5- j,' 'll, <i; ,,
DEPTH

OF

WEAR,

inches

- 9

- NOTES

’’Journal of Research of the National Bureau of Standards”,

Vol. 23 , No. pages 5^9-570-

"A.S.T.rh Standards on Hineral Aggregates, Concrete, and

Nonbituniinous Highway Materials,” October 1952, Securing,

Preparing and Testing Speciraens from Hardened Concretes

for Compressive and Fle:rural Strength, page 179»

paragraph (f )

.

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Functions and Activities

f he functions of the N ational Bureau of Standards are set forth in the Act of Congress, March

3, 1901 , as amended by Congress in Public Law 619, 1950. These include the development and

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