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Influence of Sand Grading on Mortar Properties
Rivet, E.; Ritchie, T.
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Internal Report (National Research Council Canada. Division of Building
Research), 1960-07-01
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NATIONAL RESEARCH COUNCIL
CANADA
DIVISION OF BUILDING RESEARCH
THE INFLUENCE OF SAND GRADING ON MORTAR PROPERTIES
by
Eo Rivet and To Ritchie
ANAL VZED
Internal Report Noo 201
of the
Division of Building Research
OTTAWA
July 1960
PREFACE
This report describes work carried out by the Division
as part of a program of masonry studies. It deals with one of
the many variables involved in the performance of mortars and
of masonry made from them. The work was carried out as a summer
project by the first author, Mr. Rivet, while employed as a
summer student with the Division. The second author, Mr. Ritchie,
is a research officer with the Building Materials Section and
is in charge of masonry studies.
Ottawa
July 1960
N.B. Hutcheon,
Assistant Director.
THE INFLUENCE OF SAND GRADING ON MORTAR PROPERTIES
by
Eo Rivet and To Ritchie
Mortar for unit masonry is prepared from a cementing
material, sand and water, with the sand accounting for most
of the volume of the mixture. Some properties of mortar,
it has been ｦ ｯ ｵ ｮ ｾ ｾ are influenced greatly by the type of sand
used o The particle-size grading of the sand, or the distribution
of grain sizes in it, has been reported to have an important
influence on certain mortar properties 9 including the strength,
water retention, and workability (1, 2)0 In addition, the
ability of mortar to bond to bricks has been related to the
particle-size grading of the sand (3)0
The present specification of the American Society for
Testing Materials for sand used for masonry mortar (4), requires
that the particle=size grading of the sand be within certain
limits o The specification also sets other reqUirements on
properties of sand for use in masonry mortar
This specification
is under critical review at the present time by the ASTM
committee responsible for its development, and the committee
is gathering further information to determine the influence
of sand properties, including that of particle-size grading,
on mortar propertieso TWo recent papers dealing with this
subject (5, 6) have been presented to this ASTM committee o
o
A preliminary study has been made to obtain information
on the influence of sand grading on mortar propertieso In
this study, masonry mortars were prepared from sands which
differed in grading
The same cementing material, a masonry
cement of the portland cement - interground limestone - airentraining agent type, was used in preparing the mixes o The
same proportions by volume of cementing material to sand were
used throughout and the same consistency of the mortar was also
maintained
0
0
The mortar properties of compressive strength, water
retentivity, water absorption and freezing-and-thawing resistance
were then measured to determine the influence of sand grading on
themo
SAND
The first was a pit sand of
Five sands were used
suitable grading for mortar, according to the present specification,
when sieved to remove that part retained on the No. 8 sieve.
The other four sands were obtained by removing certain particle
sizes from the first ｾ whf.ch produced five sands of distinctive
grading curves 0 These are shown in the graph of Fig. 1, along
with the limits of the present ａ ｓ ｾ
specification for mortar
sands. Sand I is the original sandj Sand II is the original
minus those particles passing No" 8 sieve but retained on No
16, Sand III is the ｯ ｲ ｩ ｧ ｩ ｮ ｡ ｬ
less the fraction between No.
16 and No" 30 sieves, Sand IV is the original minus the No. 30
to Noo 50 fraction? and Sand V is the original sand with those
particles removed which pass the No. 50 sieve but are retained
on the Noo 100" The grading curves of two of the sands are
partly outside the limits of the specification as shown in
Fig. 1.
u
o
The grading curves were plotted from the results of
sieve tests which are shown in Table 1 0 A large quantity of
the original sand (Sand I) was passed through a riffle many
times to obtain a large number of ｳ ｡ ｭ ｰ ｬ ･ ｳ
from which fractions
were removed to obtain the different sands
These sands were
then sampled and a sieving test made on them, the results of
which are shown in ｾ ｢ ｬ
10 For each sand several tests were
made, and the results were in all cases very close to each other
o
o
Void Space in the Sands
A determination was made of the amount of void space
contained in a given volume of each of the sands. A sample of
each sand in air-dry condition was compacted completely into
a standard volume of 1/30 cu ft and the weight of sand recorded o
This weight of sand therefore occupied a volume of 1/30 cu ft,
or 944 cc"
j
The specific gravity of the sands was determined using
a Ｒ Ｐ Ｐ ｾ ｭ
specific gravity bottle" A weighed quantity of sand
was added to the water in the bottle and the increase in volume
of water indicated the volume of the sand, from which the specific
gravity was determined. Many different fractions taken from the
sand were used in making the specific gravity determinations.
The value of 2071 was obtained in all cases o At the same time,
samples of a pure quartz sand were also used in specific gravity
determinations, and the value 2Q65 was obtained, which checks well
with the range of values reported in handbooks of 2.65 to 2066.
ｾ
3 -
TABLE 1
Sieve Analysis of the Sands
Sieve
Number
8
Amount Passing
Sand I (%)
Sand III (%)
100
100
100
100
Sand IV (7b)
100
Sand V (%)
100
6609
6902
75 8
5607
66 09
21.8
38 03
1505
1909
2305
21
6
706
809
16
7800
30
4403
50
100
Sand II (%)
00
08
8 02
0
605
6 05
From the specific gravity of the sands, the volume of the
grains could be determined o The weight of sand in the standard
container of volume 1/30 cu ft, or 944 cc, was used to determine the
volume of the sand grains, and the difference between the two volumes
was considered to be the volume of void space in the sando The
proportion of void volume to total volume of the sand expressed as
a percentage and called the void ratio, is shown in Table 2. For
each sand, 6 or 7 determinations of the weight of the standard volume
of compacted sand were made, and the value of void ratio given is
the average of these determinations
0
The fineness modulus of the sands also is shown in Table 2
This value is obtained from the results of the sieving testa The
sum of the percentages of the total sand which are retained on each
sieve is determined and the sum is then divided by 100, the result
being termed the fineness moduluso
0
Influence of Sand Grading on Water Retentivity
The water retention value of mortar is a comparison of the
flow of the mortar before and after a certain suction has been
applied to it to withdraw moisture, as might occur when the mortar
is in contact with an absorbent brick
The flow is measured by
o
- 4 moulding a truncated cone of the mortar on a circular table which
can be dropped through a distance of one-half inch, causing the
mortar to spread. The table is dropped 25 times in 15 seconds.
The increase in diameter of the mortar, expressed as a percentage
of the original diameter, is termed the flow of the mortar. After
the flow is determined, the mortar is placed in a cup having a
perforated bottom, with the mortar separated from the bottom by
a filter papero A suction of 2 ino of mercury for one minute
is applied to the mortar and the flow is again determined. The
ratio of the final flow and the initial flow, expressed as a percentage is termed the water retention value o
TABLE 2
Void Ratio and Fineness Modulus of the sands
Sand
--
Void Ratio
(Void Space as %
of Total Volume)
Fineness
Modulus
I
29.6
2.57
II
3007
2.16
III
2609
2.34
IV
2709
2.79
V
3001
2.73
For each of the five sands, mortars were prepared using
a masonry cement of the portland cement ｾ interground limestone air-entraining agent type. In one case the proportions by
volume of cement to sand were 1:3, and in another series of tests
the ratio was Ｑ ｾ Ｒ
The water retention values of the mortars prepared from
the five sands are shown in Table 30 Duplicate tests were made
for each sando
=
5 -
TABLE
3
Water Retention Values of
Mortars Containing Sands of Various Gradings
Ｑ ｾ
Proportion
I'
Ｑ ｾ
Proportion
I
Sand
FloVJ Before
Suction
(% )
Flow After
Suction
(5&)
Water
,Flow Before
Retention Suction
Value
(%)
Flow After
Suction
Ob)
Water
Retention
Value
I
11005
.11300
8602
8800
78 00
7708
11605
117.8
105.0
10602
9005
9002
II
10803
11208
8207
8503
7604
7507
113 08
119 00
98.3
105.3
8700
88 00
III
11200
114 00
8602
8601
7700
76.4
12103
121.5
106.0
10503
8704
8607
IV
108 00
10700
8200
80u3
7600
75uO
11500
11300
10105
9805
8803
8702
V
10708
10900
8208
8408
76 08
7708
11003
11308
93.5
96.0
8408
8404
The results indicate that the grading of the sand does not affect
appreciably the water retentivity of the mortar for the particular type
of cementing material usedo The water retentivity of the mortars varied
only by 3 per cent for the Ｑ ｾ
proportion and by 6 per cent for the Ｑ ｾ
proportiono There is no relationship apparent between water retentivity
and void ratio of the sando
The relatively large increase in water retention value resulting
from the change in proportions of cementing material to sand (1:3 to
1:2) ｭ ｡ ｹ Ｇ ｢
noted in Table 30 The proportions of cement to sand have
a ｾ ｡ ｲ ｧ ･
effect on water retention value than the grading of the sand,
for the materials studied.
- 6
ｾ
INFLUENCE OF SAND GRADING ON COMPRESSIVE STRENGTH OF MOHTAR
The five sands were mixed with the masonry cement described
The amount of water was such as to
previously to prepare mortar
produce a flow of 110 ± 5 per cent o The freshly-mixed mortar was
moulded into 2 inc cubes, and the moulds were placed in a highhumidity curing room (95 + per cent RH, at 73°F) for 24 hourso The
cubes were then removed from the moulds and stored in a room
conditioned at 50 per cent RH and 73°F until tested for compressive
strengthc
o
Two groups of samples were preparedo In the first the ratio
by volume ,of masonry cement to sand was Ｑ ｾ Ｓ
in the second it was 1:20
The compressive strength of the samples was measured at ages of 1, 7,
14 and 28 daysc
The results of the compressive strength tests are shown in
Table 40
TABLE 4
Compressive Strength (in pSi) of Mortars as 2-inch Cubes
Proportions
Sand
--
I
II
III
IV
V
-Sand
Ｑ ｾ
28
1
day
7
days
420
415
420
1263
1322
1280
II
372
350
351
494
507
III
540
561
590
558
550
540
IV
335
336
334
325
315
V
1
day
7
days
14
days
days
175
174
178
485
487
502
450
449
430
414
400
408
I
145
142
146
475
475
465
360
375
360
429
440
180
179
178
567
580
581
525
541
519
180
179
183
570
576
575
141
138
135
413
419
420
-
Proportions
-
-
-
Ｑ ｾ
I
14
days
28
; days
-
1335
1380
1231
1319
1325
968
968
956
1215
1260
1359
1296
1314
1315
383
390
385
1240
1225
1238
1410
1331
1337
1392
1281
1294
395
408
400
1225
1245
1605
1556
1444
1410
442
431
435
1405
1378
-
-
ｾ
=-
1578
1594
-
-
1275
1239
-
- 7 -
The relationships between void ratio and compressive strength
and between fineness modulus and compressive strength for Ｑ ｾ
mortars
of various ages, are shown in Figu 20
For the 1 day samples the compressive strength did not appear
to be influenced appreciably by ｶ ｯ ｩ
ratio or fineness moduluso At
Ｗ
14 and 28 ､ ｡ ｹ ｳ
the compressive strength is highest when the void
ratio is about 28 per cent and as the void ratio is increased beyond
ｴ ｨ ｩ ｳ
the compressive strength decreases o The relationship between
fineness modulus and compressive strength for the 7= ｾ 14= and Ｒ Ｘ
day
samples is uncertain due to considerable scatter at the higher
fineness modulus valueso
The change of compressive strength with age of sample is shown
in Table 40 The strength increases to a maximum then decreases slightly
on further agingo Table 4 also shows the higher strengths of the mortars
of 1 g2 proportions, compared wi.th those of 1 g30
Influence of Sand Grading on Water Absorption Properties of Mortar
Mortar cubes of the five sands were used in capillary absorption
and in total water absorption tests o The cubes, of 1:3 pro=
portions, were 35 days old when tested" They were cut by a diamond
saw to remove a slice of the mortar about ｯ ｮ ･ ｾ ｨ ｡ ｬ
inch thick,
parallel with one face y to expose a surface which would be free of oil
from the mouldo The samples were dried and weighed, then placed with
the cut surface to a depth of ｯ ｮ ･ ｾ ･ ｩ ｧ ｨ ｴ inch in water for one minuteo
The weight of the sample was then measured again and the weight increase
was considered a measure of the capillary absorption
ｴ ･ ｳ ｴ ｳ
0
The samples were then immersed completely in water for 24 hours,
and the weight increase due to water absorption determinedo A
further saturation of the samples was made by applying a partial vacuum
to the samples in water for 4 hours, after which the samples were
weighed o For further studies of the density of the samples, they were
then weighed in water0
The results of the absorption tests are shown in Table 50 The
capillary absorption is expressed as grams per minute per square inch
of area, while the absorption from Ｒ Ｔ ｾ ｨ ｯ ｵ
immersion and from 4-hour
vacuum saturation is expressed as grams per 100 grams of dry ｭ ｯ ｲ ｴ ｡ ｾ
The relationships between the mortar properties of capillary
absorption and water absorption by total immersionvand the sand properties of void ratio and fineness ｭ ｯ ､ ｵ ｬ ｵ ｾ ｡ ｲ
shown in Figo 30
TABLE 5
Capillary Absorption and Absorption of Mortar Samples
Sand
-I
Capillary
Absorption
{gmlminlsq Ln.. )
Absorption
Immersion)
(gm/IOO gm)
Ｈ Ｒ Ｔ ｾ ｨ
709
Absorption
(4-hr Vacuum)
(gm/IOO gm)
9 02
0077
0075
0075
7 08
801
900
908
II
Oc82
0082
0085
8 01
8 03
802
906
1001
908
III
0085
0085
Ou87
806
804
1002
1004
1006
801
709
801
808
707
707
708
907
904
906
IV
-
V
0082
0080
0,,80
804
.
0075
0072
0075
901
903
For the void ratios of the sands studied, both capillary
absorption and absorption by total immersion were at minimum values
for the void ratio of about -29 per cent, and a definite relationship
between void ratio and these properties was indicated, although the
differences in absorption values of the various mortars was not appreciableo
The relationship between fineness modulus of the sand and
absorption properties of the mortar was less distinct than for void
ratio, the capillary absorption ｡ ｮ ､ ｾ ｡ ｢ ｳ ｯ ｲ ｰ ｴ ｩ ｯ by immersion, however,
decreased in general as the fineness modulus increasedo
Influence of Sand Grading on Bulk Density
The volume of the samples used 'in 'tpe ｰ ｾ ･ ｶ ｩ ｯ ｵ water
absorption tests was determined by weighing the samples in watero The
weight loss from the saturated weight was considered to be the
weight of water ､ ｩ ｳ ｰ ｬ ｡ ｣ ･ ､
from which the volume was obtained o
per volume in cubic
The dry weight of the sample in ｧ ｲ ｡ ｭ ｳ
｣ ･ ｮ ｴ ｩ ｭ ･ ｴ ･ ｲ ｳ
was considered to be the bulk densityo
The relationships between the bulk density of the
and the void ratio and fineness modulus of the sands
used, are shown in Fig o 40 It appears that the bulk density
may be at a maximum value at a void ratio of about 28 per cento
No dependence of bulk density on fineness modulus> however> is
apparent in Figo 40
ｭ ｯ ｲ ｴ ｡ ｲ ｳ
Infiuence of Sand Grading on the Freeze=Thaw
ｒ ･ ｳ ｩ ｳ ｴ ｡ ｮ ｣ ･ ｟ ｾ
ｾ ｯ ｲ ｴ ｡
Three mortar samples of each of the five sands> in
proportion by volume of Ｑ ｾ
of masonry cement to ｳ ｡ ｮ ､
were sub=
jected to a freezing and thawing treatment to determine their
relative durabilityo Some additional samples of Ｑ ｾ
pro=
portions were included in the tests o
The samples were 35 days old when the tests were
started o Before ｴ ･ ｳ ｴ ｩ ｮ ｧ
they were immersed in water for 7 days,
They were placed in a tray of water ｯ ｮ ･ ｾ ｨ ｡ ｬ
inch in depth and
stored for 20 hours in a cold cabinet at =2°F o After this time
the tray was removed and placed in a tank of water at room
temperature for 4 hours o The freezing treatment was then repeatedo
After 35 cycles all the samples were still intact,
and the type of sand had no apparent influence on the durability"
The samples were affected by roughening of the surface due to
very small pieces of the mortar breaking away
This appeared
in the same degree for all the Ｑ ｾ
samples but the samples of Ｑ ｾ
proportions were much less affected o
0
Between
ｒ ｾ ｬ ｡ ｴ ｩ ｯ ｾ ｳ ｨ ｩ
ｾ ｬ ｯ ｾ ｟ ｆ ｩ ｮ ･ ｮ ･ ｓ ｾ ｴ ｬ ｯ ､ ｕ ｬ ｵ
and Water
｟
ｃ
ｯ
ｮ
ｾ
ｾ
In preparing the mortar mixes to obtain a certain
flow value 9 the relationships between flow and water content
were investigated for the five sands 9 used with the masonry
cement described previouslyo
Graphs drawn of the relationship between flow and
water content for the five sands indicated that over the range
of flows studied> the curves were of a very open parabola shapes
not a straight linea The general shape of the curve was similar
for the five ｳ ｡ ｮ ､ ｳ
but the amount of water required to obtain
the same flow varied widely from sand to sando This is shown
in Fig. Ｕ where the relationShip between fineness modulus of the
sand and the water content required in the mix to give a flow of
113 per cent is plotted o The result is an apparently linear
relationship
0
ｾ
10 -
When the mortar flow, water content, and the fineness
modulus of the sand were used as the axes of a three-dimensional
graph, a parabolic surface was obtainedo The parabolic surface
was reduced to a plane by changing the axis, and when the axis
of moisture content is expressed as X2 =(cc water/gm cement - h)2,
that of mortar flow expressed as Xl = (Flow - K) and that of fineness modulus expressed as Y, the formula
expresses the relationship, where
SUMMARY
The influence of sand grading on certain properties
of mortars in which a masonry cement was used with sands of five
gradings, was investigatedo
The water retention property of the mortars appeared
to be independent of the sand grading, but varied considerably
when the proportion of cement to sand was changed
0
The compressive strength of the mortars depended to
some extent on the sand grading when the proportion of cement
to sand was Ｑ ｾ Ｓ
in Ｑ ｾ
proportion, however, the influence of
sand grading was slight
The change in proportion of cement
to sand caused a considerable change in strength
0
0
The bulk density of the mortars was influenced by
the grading of the sand, and also the water absorption properties
of the mortarso
The durability of the mortars with respect to 35
cycles of freezing and thawing when wet, did not apparently depend
on the sand gradingo
In most cases, the relationship between sand grading
and mortar properties was more easily assessed by comparing void
ratio rather than fineness modulus of the sands with the property
in questiono
REFERENCES
(1) Cowper y AoTI o Sands for plastery mortars and external renderings o
National Building Studies 9 Bulletin Noo 7, Department of
.
Scientific and Industrial ｒ ･ ｳ ･ ｡ ｲ ｣ ｨ
HMSO, London, 19500
(2) Andrews Ho Mortar for brick work block construction and
masonry 0 National Building ｓ ｴ ｵ ､ ｩ ･ ｳ
Bulletin No o 8,
Department of Scientific and Industrial Research, HMBO,
London, 19500
j
j
(3)
ｃ ｯ ｮ ｮ ｯ ｲ ｾ ｃ ｯ ｃ
Some effects of the grading of sand on masonry
mortaro American Society for Testing Materials, Proceedings, 19530
(4) Specification for aggregate for masonry mortar o American
Society for Testing Materials, Designation C144-52T
ｾ ･ ｮ ｴ ｡ ｴ ｩ ｶ ･ Ｉ
Philadelphia, USA 9 19520
(5)
ｗ ｡ ｳ ｨ ｩ ｮ ｧ ｴ ｯ ｮ
ing
USA
(6)
ｐ ｩ ･ ｲ ｳ ｯ ｮ
Wo Paper presented to American Society for TestCommittee C-12 Meeting at st o Louis, Moo,
February 19580
ｾ ｾ ｴ ･ ｲ ｩ ｡ ｬ ｳ
j
j
CaUa Paper presented to American Society for Testing MaterialsgCommittee ｃ ｾ Ｑ Ｒ
Meeting at Sta Louis,
Moo? USA, February 19580
-
100 ｲ
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LIMITS OF A.S.T.M.
ｾ
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SAND I
en 40 ｊ
ｾ
ｾ
SAND
ｾ
ｾ
20
Ｍ Ｍ Ｍ Ｍ Ｍ Ｋ Ｍ Ｍ Ｍ Ｍ Ｍ Ｍ Ｋ Ｍ ｾ ｟ ｟ ｲ ｟ Ｌ Ｌ Ｚ Ｎ Ｍ Ｍ ｾ ｾ Ｇ Ｚ Ｍ Ｋ Ｍ ｾ Ｍ Ｋ ｟ ｟ Ｍ Ｍ Ｍ Ｍ ｟ Ｋ ｟ Ｍ Ｍ Ｍ ｟ ｟ Ｋ ｟ ｟ ｟ ｟
SAND U
ＱＭＭＭＭＭＫＭＭＭｾＺＮＮＭＭＮＮｾＺ｡ＺｾｾｾＺＮＫＭｃ｟
SAND
SAND ｾ
I
m:
---+----r---I
O---------.
.50. . .- --.. . . - ---.. . . - --------.. .4. .
100
30
16
8
. ...J
SIEVE NUMBER
FIGURE
GRADING
I
CURVES
OF
THE
FIVE
SANDS
BR 2258-1
600
I
I--
..o..t "'"
,. ' , 0"' ''/(14
u-
I-
0/
C)
/
«
0::
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28
w
400
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o
C3
Z
300
DAY
I-
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= 14 DAYS
o
= 28 DAYS
II
W
500
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,
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I"
A
A
<t
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400
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7 DAYS
o
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DAYS
V,
t:.
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.
I DAY
•
w
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-
200
U>
U>
W
•
0::
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;"
c,
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8
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t:. = 7 DAYS
I-
600
DAYS
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LEGEND
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500
7 DAYS
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A
;:;
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100
I-
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tnr: t
(SAND
I
27
FIGURE
30
!
. 22
31
I
....
tL 121
(SAND Y.)
(SAND
I
•
I
,
,
!
I
26
28
24
FINENESS MODULUS
2
RELATIONSHIP
RATIO,
o
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28
29
VOID RATIO (%)
---.- ........
t nr: {SA!O 11
JNOUl
(SAND 3Z: )
I
.--
I DAY
100
(SAt I1sANoti
(SAND TIL)
I
8
.
Ｍ
Ｍ
-
BETWEEN
FINENESS
COMPRESSIVE
MODULUS
STRENGTH
(1:3 CEMENT: SAND)
AND
VOID
BR 2258-2
,
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0
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(7)
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0
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0
en
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=>
« =>
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W 0
0::: ｾ
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I' 95
ｾ
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ｾ
-
1-93 -
ｾ
t-
1-92 -
(J)
1·91,...-
I
I
I
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0
0
z
w
c
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S
1Il
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1-90 1·89 ｾ
1-88
t
(SANDm)
I
26
27
(SAND.TIz:)
I
0-
' 1
I
Q
T-
(SAND I)
t(SANDJI)
I
(SAND ::SZ:)
28
29
VOID RATIO (%)
30
-8
1·94 I-
ｾ
1-93
ｾ
t-
1·92
(J)
0
1-91
0
0
t
t
t
z
w
\
t
ｾ
1-95
31
c
1.90
...I
1-89
ｾ
ｾ
1.88
0
t
{SAND TILl
9
(SAND Ir){SANDm) (SANDI) {SANb 1Z:l
.
2-1
.
.
,
.
2·3
2-5
2·7
FINENESS MODULUS
FIGURE 4
RELATIONSHIP BETWEEN BULK DENSITY OF MORTARS AND VOID
RATIO, FINENESS MODULUS OF SANDS
BR 2258-4
2·9
290
,,
xo
0,
,,
,,
0::
280
0
IJ...
-
,,
ｵ
ｾ
..J
270
,
clJ...
I.LJ
Ａ Ａ Ｚ
=>1'0
0=
I.LJ
0::
0'
260
0::
I.LJ
ｾ
<t
,,
,,
0\.0
250
t
ｾ
(SAND]I )
i
(SAND
(SAND III)
t tt
(SAND
(SAND :or)
240
2'0
2'2
2·4
FINENESS
FIGURE
2·6
2·8
MODULUS
5
RELATIONSHIP
BETWEEN WATER REQUIREMENT
FOR A PARTICULAR MORTAR
FINENESS MODULUS OF THE
FLOW,
AND
SAND
BR
2256-5