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Transcript of SCC.aci.Brasil.2007.Paper.presentation
7/30/2019 SCC.aci.Brasil.2007.Paper.presentation
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PARAMETERS FOR SELF-COMPACTING
CONCRETE MORTAR PHASE
Miguel Nepomuceno
Miguel Nepomuceno is a Civil Engineer and Professor of the Architecture andCivil Engineering Department of the University of Beira Interior in Portugal.
Lu iz Oliveira
Luiz Oliveira is a RILEM member and Professor of the Architecture and CivilEngineering Department of the University of Beira Interior in Portugal.
V INTERNATIONAL ACI/CANMET
CONFERENCE
ON
HIGH PERFORMANCE CONCRETE
STRUCTURES AND MATERIALS
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Index
1- Abstract
2 –
Experimental program
3- Experimental results and discussion
4- Conclusions
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1- Abstract
• This paper reports an experimental study on the mortar phase for self-compacting concrete.
• A series of mortars were produced with similar flow properties,measured by spread and v-funnel tests, adequate to produce self-compacting concrete.
• The water content and the modified carboxylic superplasticizer dosage were determined experimentally for each mortar.
• Different percentages of cement replacement materials were used in binaryblends, each one combining one of the two types of cement with one of thethree mineral additions selected: limestone powder, granite filler and fly ash.
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1- Abstract
• Each of the binary blends of powders was combined in five different
proportions in volume with the fine aggregate (Vp/Vs).
• Mortars were tested for compressive strength at 28 days age and
this value was related to the water/cement ratio, the percentage of
replacement materials, and Vp/Vs parameter.
• The analysis revealed the possibility of establishing adequatemortar parameters to obtain simultaneously the self-compactability
and the required compressive strength of self-compacting concrete.
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Index
1- Abstract
2 –
Experimental program
3- Experimental results and discussion
4- Conclusions
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2- Experimental Program
Materials used / Powder Materials :
• Normal portland cement with a specific gravity of 3.14
• Calcareous portland cement with a specific gravity of 3.04
• Limestone powder with a specific gravity of 2.72
• Granite filler with a specific gravity of 2.65
• Fly ash with specific gravity of 2.38.
Materials used / Admixtures :
• Modified polycarboxylic based superplasticizer with a density of 1.05.
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2- Experimental Program
Materials used / Fine aggregates :
• The fine aggregate grading curve results from the combination of two
sands (40% of Sand 01 and 60% of Sand 05 in absolute volume).
• Sand 01 was produced from crushed granite with very fine particles
and a specific gravity of 2.59 and a fineness modulus of 1.49.
• Sand 05 was river sand with a specific gravity of 2.61 and a fineness
modulus of 2.71.
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2- Experimental ProgramMaterials used / Fine aggregate grading curv e :
Grading curve of fine aggregates
0
10
20
30
40
50
60
70
80
90
100
0 , 0
7 4
0 , 1
4 9
0 , 2
9 7
0 , 5
9
1 , 1
9
2 , 3
8
4 , 7
6
9 , 5
2
1 2 , 7
1 9 , 1
2 5 , 4
3 8 , 1
Aperture of sieve mesh [mm]
M a t e r i a l t h a t p a s s t r o u g t h s i e v e [ %
]Grading curveof combined fine
aggregates
Sand 01
Sand 05
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2- Experimental ProgramMix proportions of the powder materials(*)
Table 1 – Volume fractions in binary blends of powders
Cement AdditionMaterials►
Mixtures ▼
CEM I 42.5R
(C1)
δC1 = 3140
kg/m3
CEM II/B
L32.5N (C2)
δC1 = 3040
kg/m3
Fly ash
(CV)
δCV = 2380
kg/m3
Limestone
powder (FC)
δFC = 2720
kg/m3
Granite filler
(FG)
δFG = 2650
kg/m3
Ref. 1 100C2 --- fc2= 1.00 --- --- ---
2 80C2+20FC --- fc2= 0.80 --- ffc= 0.20 ---
3 80C2+20FG --- fc2= 0.80 --- --- ffg= 0.20
4 80C2+20CV --- fc2= 0.80 fcv= 0.20 --- ---
14 60C2+40FC --- fc2= 0.60 --- ffc= 0.40 --- B i n a r y
m i x t u r e s
15 50C2+50FC --- fc2= 0.50 --- ffc= 0.50 ---
Ref. 5 100C1 fc1= 1.00 --- --- --- ---
6 70C1+30FC fc1= 0.70 --- --- ffc= 0.30 ---
7 70C1+30FG fc1= 0.70 --- --- --- ffg= 0.30
8 70C1+30CV fc1= 0.70 --- fcv= 0.30 --- ---9 60C1+40FC fc1= 0.60 --- --- ffc= 0.40 ---
10 60C1+40FG fc1= 0.60 --- --- --- ffg= 0.40
11 60C1+40CV fc1= 0.60 --- fcv= 0.40 --- ---
12 50C1+50FC fc1= 0.50 --- --- ffc= 0.50 ---
B i n a r y
m i x t u r e s
13 40C1+60FC fc1= 0.40 --- --- ffc= 0.60 ---
(*) Proportions in terms of the absolute volume
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2- Experimental Program
Studies in mortars /Parameters for mortar mix desig n :
• Proportions of powder materials.
• Vp/Vs (ratio, in absolute volume, powder materials / fine aggregates).
• Vw/Vp (ratio, in absolute volume, water content / powder materials).
• Sp/p% (ratio, in percentage, mass of the superplasticizer / mass of the
powder materials).
• The volume of voids and the contribution of powders from fine
aggregates were not considered.
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2- Experimental Program
Studies in mortars /Evaluat ion o f fresh p ropert ies of mo rtars :
• Spread test (Figure 1a)
Spread test
Ø 70 mm
5 9 m m
Ø 100 mm
Figure 1a – Spread test
The result is expressed in terms of relative flow area (Gm):
1D
DmGm
2
0
Dm - mean value of the two perpendicular diameters
D0 - initial diameter of the base of the cone
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2- Experimental Program
Studies in mortars /Evaluat ion o f fresh p ropert ies of mo rtars :
• V-funnel test (Figure 1b)
Figure 1b – V-funnel test
The result is expressed in terms of therelative flow velocity (Rm).
t - time of flow in the v-funnel test, in seconds.
t
10Rm
30
270 mm
6 0
2 4 0 m m
29
V-funnel test
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2- Experimental ProgramStudies in mortars /Mixing sequence :
• Batches of 1.6 liters were produced
Powders +fine aggregates
+ water
Superplasticizer
Mix
(normal velocity)
RestMix
(normalvelocity)
Discharge
0 1 11
Time (minutes)
3
Rest
(to clean blade)
Mix
(normal velocity)
105 8
Figure 3 – Mixing sequence used to produce mortars
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2- Experimental Program
Studies in mortars /Achieve the required fresh p ropert ies :
• Mortars were produced combining each mixture of powder materials
shown in Table 1, with different values of the Vp/Vs.
• The Vp/Vs varied from 0.60 to 0.80.
• On average, for each combination of powder materials and Vp/Vs,
three mortars were produced, varying the Vw/Vp and Sp/p% until
required fresh properties were obtained.
• The experimental procedure is shown schematically on Figs 4 and 5.
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2- Experimental Program
Studies in mortars /To achieve the required fresh p ropert ies :
Mortar fresh properties
0,00
0,20
0,40
0,60
0,80
1,00
1,20
1,40
1,60
1,80
2,00
0,00 1,00 2,00 3,00 4,00 5,00 6,00 7,00 8,00 9,00 10,00
Gm
R m
Increase of Vw/Vp with constant value of Sp/p%
Increas e of Vw/Vp
Increase of Sp/p%
Sp/p% = constant
Vw/Vp = co nsta ntTarget assumed in this
research work
For Sp/p% constant,
the increase of Vw/Vpproduces a linear
translation of (Gm, Rm)
values.
Fig. 4 – Mortar fresh propertieswhen Vw/Vp increases with
Sp/p% constant
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2- Experimental Program
Studies in mortars /To achieve the required fresh p ropert ies :
Figure 5 shows the
variation of the (Gm,Rm) values when the
Vw/Vp remains constant
and Sp/p% increases.
Mortar fresh properties
0,00
0,20
0,40
0,60
0,80
1,00
1,20
1,40
1,60
1,80
2,00
0,00 1,00 2,00 3,00 4,00 5,00 6,00 7,00 8,00 9,00 10,00
Gm
R m
Increase of Sp/p % with const ant value of Vw/Vp
Increase of Vw/Vp
Increase of Sp/p%
Sp/p% = constant
Vw/Vp = constant
Target assumed in this
research work
Fig. 5 – Mortar fresh propertieswhen Sp/p% increases with
Vw/Vp constant
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2- Experimental ProgramStudies in mortars /Achieve the requ ired fresh p ropert ies :
• Admissible range for Gm and Rm is shown in Fig. 6.
Mortar fresh properties
0,80
0,90
1,00
1,10
1,20
1,30
1,40
1,50
1,60
1,70
1,80
3,00 4,00 5,00 6,00 7,00 8,00
Gm
R m
● Value proposed
by Okamura
research group
[1,2,3 and 4]
Overlapping of
different
research works
in Japan [11]
Target assumed
in this research
work
• Gm between 5.3 and 5.9 (Dm between 251 and 263 mm)
• Rm between 1.14 and 1.30 s-1
(t between 7.69 e 8.77 s)
Fig. 6 – Admissible interval of variation
for fresh properties of mortars
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2- Experimental Program
Studies in mortars /To achieve the required fresh p ropert ies :
• Subsequent studies have revealed that properties defined for mortars
are adequate to produce concretes with values of:
Gc between 8 and 11.25
(flow diameter on concrete Dm between 600 and 700 mm)
Rc between 0.5 and 1.0 s-1,
(v-funnel time on concrete t between 10 and 20 s).
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2- Experimental ProgramStudies in mortars /Mortar compressive strength :
Samples were tested for compressive
strength at 28 days, perpendicular to the cast
direction and using a loading rate of 1.5 kN/s.
• For the mortars that satisfied the required
fresh properties 4 cubic specimens of 50
mm side were produced and cured inwater at 20±2 ºC.
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Index
1- Abstract
2 –
Experimental program
3- Experimental results and discussion
4- Conclusions
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3- Experimental Results and Discussion
Mortars with CEM II/B-L32.5N
220,0
225,0
230,0
235,0
240,0
245,0
250,0
255,0
260,0
265,0
270,0
275,0
0,55 0,60 0,65 0,70 0,75 0,80 0,85
Vp/Vs
W
[ l i t r e s / m 3 ]
A1 # 100C2
A2 # 80C2+20FC
A3 # 80C2+20FG
A4 # 80C2+20CV
A14 # 60C2+40FC
A15 # 50C2+50FC
A3
A1
A2
A4
A14
A15
Mortars with CEM I 42.5R
225,0
230,0
235,0
240,0
245,0
250,0
255,0
260,0
265,0
270,0
275,0
0,55 0,60 0,65 0,70 0,75 0,80 0,85
Vp/Vs
W [ l i t r e s / m 3 ]
A5 # 100C1
A6 # 70C1+30FC
A7 # 70C1+30FG
A8 # 70C1+30CV
A9 # 60C1+40FC
A10 # 60C1+40FG
A11 # 60C1+40CV
A12 # 50C1+50FC
A13 # 40C1+60FC
A8
A12
A13
A11
A7
A9
A6
A5
A10
Fig. 7 – Water content versus Vp/Vs
for mortars with CEM II/B-L32,5 N
Fig. 8 – Water content versus Vp/Vs for
mortars with CEM I 42,5 R
Analysis of mixture proportions / Water con tent :
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Water content :
• Mortars in which powder proportions include only cement and those inwhich this cement is partially replaced by granite filler, have the higher water requirements, and clearly detached from the other mortars inwhich cement was partially replaced by limestone powder or fly ash;
• The dosage of water tends to decrease with the increase of percentageof cement replacement by the addition, when this addition is limestonepowder or fly ash;
• For the mortars that incorporate granite filler, the results seems toindicate that the dosage of water didn’t vary with cement replacementpercentage and, in all cases, it was almost equivalent to the dosage of water used in the reference mix with only cement.
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Superplast ic izer con tent :
Mortars with CEM II/B-L32.5N
0,00
5,00
10,00
15,00
20,00
25,00
0,55 0,60 0,65 0,70 0,75 0,80 0,85
Vp/Vs
S p [ l i t r e s / m 3 ]
A1 # 100C2
A2 # 80C2+20FC
A3 # 80C2+20FG
A4 # 80C2+20CV
A14 # 60C2+40FC
A15 # 50C2+50FC
A15
A14
A1
A4A3
A2
Mortars with CEM I 42.5R
0,00
5,00
10,00
15,00
20,00
25,00
30,00
35,00
0,55 0,60 0,65 0,70 0,75 0,80 0,85
Vp/Vs
S p [ l i t r e s / m 3 ]
A5 # 100C1
A6 # 70C1+30FC
A7 # 70C1+30FG
A8 # 70C1+30CV
A9 # 60C1+40FC
A10 # 60C1+40FG
A11 # 60C1+40CV
A12 # 50C1+50FC
A13 # 40C1+60FC
A13
A9
A8
A10
A12
A6
A5
A7
A11
Fig. 9 – Superplasticyzer content versus
Vp/Vs for mortars with CEM II/B-L32,5 N
Fig. 10 – Superplasticyzer content versus
Vp/Vs for mortars with CEM I 42,5 R
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Superplast ic izer con tent :
• The higher amounts of superplasticizer always occurs for referencemortars which include only cement.
• When comparing the mortars with the same cement and the samepercentage of cement replacement, the mean value of superplasticizer dosage is similar for all the three additions used.
• In mortars that incorporate the same types of cement and addition, the
amount of superplasticizer decreases with the increase of percentageof cement replacement by the addition.
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mix design parameters :
Mortar parameters
0,55
0,60
0,65
0,70
0,75
0,80
0,85
0,66 0,68 0,70 0,72 0,74 0,76 0,78 0,80 0,82 0,84 0,86 0,88 0,90 0,92 0,94 0,96 0,98 1,00
Vw/Vp
V p / V
A1 # 100C2
A2 # 80C2+20FC
A3 # 80C2+20FG
A4 # 80C2+20CV
A5 # 100C1
A6 # 70C1+30FC
A7 # 70C1+30FG
A8 # 70C1+30CV
A9 # 60C1+40FC
A10 # 60C1+40FG
A11 # 60C1+40CV
A12 # 50C1+50FC
A13 # 40C1+60FC
A14 # 60C2+40FC
A15 # 50C2+50FC
A11
A8
A9
A6
A4
A2
A11
A3
A10
A7
A5
A12
A13
A14
A15
Fig. 11- Relationship between Vp/Vs and Vw/Vp for all the mortars produced
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mix design parameters :
• For mortars with the same powder proportions, the increase of Vp/Vsleads to lower volumetric ratio between the water content and thedosage of powder materials (Vw/Vp).
• For mortars with the same value of Vp/Vs and the same types of cement and addition, the ratio Vw/Vp decreases with the increase of the percentage of cement replacement by the addition.
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mix design parameters :
Mortar parameters
0,66
0,68
0,70
0,72
0,74
0,76
0,78
0,80
0,82
0,84
0,86
0,88
0,90
0,92
0,94
0,96
0,98
0,60 0,80 1,00 1,20 1,40 1,60 1,80 2,00 2,20 2,40 2,60 2,80 3,00 3,20 3,40 3,60 3,80 4,00
Sp/p%
V w / V
A1 # 100C2
A2 # 80C2+20FC
A3 # 80C2+20FG
A4 # 80C2+20CV
A5 # 100C1
A6 # 70C1+30FC
A7 # 70C1+30FG
A8 # 70C1+30CV
A9 # 60C1+40FC
A10 # 60C1+40FG
A11 # 60C1+40CV
A12 # 50C1+50FC
A13 # 40C1+60FC
A14 # 60C2+40FC
A15 # 50C2+50FC
A9
A10
A11
A4
A2
A3
A6
A8
A1
A7
A5
A12
A15
A14
A13
Fig. 12- Relationship between Vw/Vp and the Sp/p% for all the mortars produced
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mix design parameters :
• for mortars with the same binary mixture of powder, the dosage of thesuperplasticizer, expressed in terms of Sp/p%, didn’t changesignificantly with variation of Vw/Vp.
• In mortars with the same types of cement and addition, the dosage of the superplasticizer, expressed in terms of Sp/p%, tends to decreasewhen the percentage of cement replacement by the addition increases.
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mortar c ompressive strength :
Fig. 13- Relationship between the mortar compressive and the Vp/Vs
Mortar parameters
20,0
25,0
30,0
35,0
40,0
45,0
50,0
55,0
60,0
65,0
70,0
75,0
80,085,0
90,0
95,0
100,0
0,55 0,60 0,65 0,70 0,75 0,80 0,85
Vp/Vs
f m , 2 8
A1 # 100C2
A2 # 80C2+20FC
A3 # 80C2+20FG
A4 # 80C2+20CV
A5 # 100C1
A6 # 70C1+30FC
A7 # 70C1+30FG
A8 # 70C1+30CV
A9 # 60C1+40FC
A10 # 60C1+40FG
A11 # 60C1+40CV
A12 # 50C1+50FC
A13 # 40C1+60FC
A14 # 60C2+40FC
A15 # 50C2+50FC
A5
A8
A6
A11
A7 A9
A10
A3
A4
A2
A1
A13
A12
A14
A15
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mortar c ompressive strength :
• For mortars with the same combination of powder materials, thecompressive strength varied about 10 MPa, when Vp/Vs varied from
0.60 to 0.80. This confirms the initial hypothesis that, besides thepowder proportions, the Vp/Vs parameter contributes to the control of mortar compressive strength.
• The results shown that this relationship clearly exists for each one of the mortars that incorporate the same type of powder association.
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3- Experimental Results and DiscussionAnalysis of mixture proportions
/ Mortar compressive strength :
• As expected, the mortar
compressive strength decreaseswith the increase of W/C ratio.
• Figure 14 indicates a generalrelationship for each type of thecement used.
Mortar parameters
20,0
25,0
30,0
35,0
40,0
45,0
50,0
55,0
60,0
65,0
70,0
75,0
80,0
85,0
90,0
95,0
100,0
0,22 0,26 0,30 0,34 0,38 0,42 0,46 0,50 0,54 0,58 0,62 0,66
W/C
f m , 2 8
Mixtures with CEM II/B-L32.5N
(A1, A2, A3, A4, A 14, A15)
Mixtures with CEM I 42.5R (A5,
A6, A7, A8, A 9, A10, A11, A12,
A13)
1
2
1 y = -64.195Ln(x) + 9.9222
R2 = 0.9607
2 y = -62.392Ln(x) - 14.094
R2 = 0.9089
Fig. 14- Compressive strength versusW/C ratio, expressed in terms of mass.
CEM I 42,5 R
CEM II/B
L32,5N
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mortar c ompressive strength :
Fig. 15 to Fig. 20 shows the relationship between the percentage of cement replacement by the addition (f Ad.), the W/C ratio and Vp/Vs.
• The results presented from Fig. 15 to Fig. 20 can be used together withthe relationship between compressive strength and W/C ratio (Fig. 14)to estimate all the mixture parameters of any mortar that includes thematerials analyzed in this research work.
• It is believed that, even if a different polycarboxylic based
superplasticizer is used, the variations produced on water content willbe not so large so as to significantly affect the W/C ratio presented inthis research work.
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mortar compressive strength :
Relationship between f Ad. and W/C
0,00
0,05
0,10
0,15
0,20
0,25
0,30
0,35
0,40
0,45
0,50
0,55
0,60
0,65
0,70
0,240 0,280 0,320 0,360 0,400 0,440 0,480 0,520 0,560 0,600 0,640 0,680
W/C
U n i t p e r c e n t a g e o f c e m e n t r e p l a c e
m e n t b y t h e
a d d i t i o n ( f A d . )
Vp/Vs = 0,60
Vp/Vs = 0,65
Vp/Vs = 0,70
Vp/Vs = 0,75
Vp/Vs = 0,80
CEM I 42.5R + LIMESTONE POWDER
0.80
0.75
0.70
0.60
0.65
Relationship between f Ad. and W/C
0,00
0,05
0,10
0,15
0,20
0,25
0,30
0,35
0,40
0,45
0,50
0,55
0,60
0,65
0,70
0,240 0,280 0,320 0,360 0,400 0,440 0,480 0,520 0,560 0,600 0,640 0,680
W/C
U n i t p e r c e n t a g e o f
c e m e n t r e p l a c e m e n t b y t h e
a d d i t i o n ( f A d . )
Vp/Vs = 0,60
Vp/Vs = 0,65
Vp/Vs = 0,70
Vp/Vs = 0,75
Vp/Vs = 0,80
CEM I 42.5R + GRANITE FILLER
0.80 0.75 0.70
0.60
0.65
Fig. 15 – Relationship between (f Ad.),
W/C ratio and Vp/Vs for combination of
CEM I 42,5 R and Limestone powder
Fig. 16 – Relationship between (f Ad.),
W/C ratio and Vp/Vs for combination of
CEM I 42,5 R and Granite filler
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mortar c ompressive strength :
Relationship between f Ad. and W/C
0,00
0,05
0,10
0,15
0,20
0,25
0,30
0,35
0,40
0,450,50
0,55
0,60
0,65
0,70
0,240 0,280 0,320 0,360 0,400 0,440 0,480 0,520 0,560 0,600 0,640 0,680
W/C
U n i t p e r c e n t a g e o f c e m e n t r e p l a c e m
e n t b y t h e
a d d i t i o n ( f A d . )
Vp/Vs = 0,60
Vp/Vs = 0,65
Vp/Vs = 0,70
Vp/Vs = 0,75
Vp/Vs = 0,80
CEM I 42.5R + FLY ASH
0.80 0.75 0.70
0.60
0.65
Relationship between f Ad. and W/C
0,00
0,05
0,10
0,15
0,20
0,25
0,30
0,35
0,40
0,45
0,50
0,55
0,60
0,240 0,280 0,320 0,360 0,400 0,440 0,480 0,520 0,560
W/C
U n i t p e r c e n t a g e o
f c e m e n t r e p l a c e m e n t b y t h e
a
d d i t i o n ( f A d . )
Vp/Vs = 0,60
Vp/Vs = 0,65
Vp/Vs = 0,70
Vp/Vs = 0,75
Vp/Vs = 0,80
CEM II/BL 32.5N + LIMESTONE POWDER
0.80
0.75
0.70
0.60
0.65
Fig. 17 – Relationship between (f Ad.),
W/C ratio and Vp/Vs for combination of
CEM I 42,5 R and Fly ash
Fig. 18 – Relationship between (f Ad.),
W/C ratio and Vp/Vs for combination of
CEM II/B L32,5N and Limestone powder
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3- Experimental Results and DiscussionAnalysis of mixture proportions / Mortar c ompressive strength :
Relationship between f Ad. and W/C
0,00
0,05
0,10
0,15
0,20
0,25
0,30
0,35
0,40
0,45
0,50
0,55
0,60
0,240 0,280 0,320 0,360 0,400 0,440 0,480 0,520 0,560
W/C
U n i t p e r c e n t a g e o f c e m e n t r e p l a c e
m e n t b y t h e
a d d i t i o n ( f A d . )
Vp/Vs = 0,60
Vp/Vs = 0,65
Vp/Vs = 0,70
Vp/Vs = 0,75
Vp/Vs = 0,80
CEM II/BL 32.5N + GRANITE FILLER
0.80 0.75 0.70
0.60
0.65
Relationship between f Ad. and W/C
0,00
0,05
0,10
0,15
0,20
0,25
0,30
0,35
0,40
0,45
0,50
0,55
0,60
0,240 0,280 0,320 0,360 0,400 0,440 0,480 0,520 0,560
W/C
U n i t p e r c e n t a g e
o f c e m e n t r e p l a c e m e n t b y t h e
a d d i t i o n ( f A d . )
Vp/Vs = 0,60
Vp/Vs = 0,65
Vp/Vs = 0,70
Vp/Vs = 0,75
Vp/Vs = 0,80
CEM II/BL 32.5N + FLY ASH
0.80 0.75 0.70
0.60
0.65
Fig. 19 – Relationship between (f Ad.),
W/C ratio and Vp/Vs for combination of
CEM II/B L32,5N and Granite filler
Fig. 20 – Relationship between (f Ad.),
W/C ratio and Vp/Vs for combination of
CEM II/B L32,5N and Fly ash
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Index
1- Abstract
2 –
Experimental program
3- Experimental results and discussion
4- Conclusions
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4- ConclusionsThe following conclusions can be drawn based on the results of thisexperimental investigation for the mortar mixtures and procedures used:
• Comparing mortars with the same value of Vp/Vs and the same types of cement and addition, the ratio Vw/Vp decreases with the increase of the
percentage of cement replacement by the addition.
• For mortars with the same powder proportions, the dosage of thesuperplasticizer, expressed in terms of Sp/p%, doesn’t changesignificantly with variation of Vw/Vp.
• Mixtures with the same Vp/Vs values and the same types of cement andaddition have shown that the dosage of the superplasticizer, expressedby Sp/p%, tends to decrease when the percentage of cementreplacement by the addition increases.
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4- Conclusions• The comparative analysis of mortars doesn’t reveal a general
relationship between the analyzed parameters Vp/Vs, Vw/Vp and Sp/p%.However, it can be useful to preview trial mixtures behavior in laboratoryto obtain the required fresh properties.
• Good agreement was observed, for each powder association mortar,between the mortar compressive strength and the Vp/Vs parameter. Themortar compressive strength increases as Vp/Vs ratio increases.
• As expected the compressive strength decreases with the increase of W/C ratio for mortars with the same type of cement.
• For binary mixtures incorporating a certain type of cement and addition,it is possible to find a good correlation between the W/C ratio and thepercentage of cement replacement by the addition when the Vp/Vs isconstant.
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4- Conclusions
• It can be concluded that, after having selected the type of
powder materials to be used and the required mortar
compressive strength, it is possible to estimate the
adequate W/C ratio. Moreover, from W/C ratio and Vp/Vs, itis possible to estimate the required percentage of the
cement replacement by the addition.