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



Index

1- Abstract

2 –

Experimental program

3- Experimental results and discussion

4- Conclusions



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.



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.



Index

1- Abstract

2 –



4- Conclusions



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.




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.



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



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




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.




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




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



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




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.




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





Figure 5 shows the

variation of the (Gm,Rm) values when the

Vw/Vp remains constant

and Sp/p% increases.


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



2- Experimental ProgramStudies in mortars /Achieve the requ ired fresh p ropert ies :

• Admissible range for Gm and Rm is shown in Fig. 6.


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





• 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).



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.



Index

1- Abstract

2 –



4- Conclusions



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 :



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.



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



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.



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




• 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.




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




• 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.



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




• 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.



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




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.



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


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


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



CEM I 42,5 R and Granite filler





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


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


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



CEM I 42,5 R and Fly ash



CEM II/B L32,5N and Limestone powder





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


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


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


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



CEM II/B L32,5N and Granite filler



CEM II/B L32,5N and Fly ash



Index

1- Abstract

2 –



4- Conclusions



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.



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.



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.

scc.aci.brasil.2007.paper.presentation

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