Durability of concrete made with recycled concrete aggregate Recycling 2015/Kazmierczak_Claudio... · Durability of concrete made with recycled concrete aggregate ... ABNT NBR 15116:2004

Durability of concrete made with recycledconcrete aggregate

Programa de Pós-Graduação em Engenharia Civil

Universidade do Vale do Rio dos Sinos

Claudio S. Kazmierczak

[email protected]

WORKSHOP ON CONSTRUCTION AND DEMOLITION

WASTE RECYCLING

CDW Recycling 3 a 5 de maio de 2015

Why recycling?

Source:http://www.google.com.br/imgres?imgurl=http://www.metaisjaimedias.com/userfiles/image/recolhas/residuos_construcao.jpg

Sustainability ?

conservation of non renovable materials

lower generation of CO2

lower energy consumption

New materials for the civil construction industry ?

adequate properties

enough production

competitive price

durability

Recycling and reuse alternatives:

- reuse as unstabilized base or subbase

in highway construction

- concrete raw aggregate

- concrete and mortar fine aggregates

World Business Council for Sustainable

Development: “Recycling concrete”

- pressure to process demolished

concrete for reuse

- goal: end of concrete disposal sites


Concrete recycling:

- Conservation of raw aggregate

- Reduced land disposal and

dumping

- Reduce impacts to the landscape

- Significative reductions of CO2

generation (up to 80%)

- Metal recovery

Source:http://www.google.com.br/imgres?imgurl=http://www.metaisjaimedias.com/userfiles/image/recolhas/residuos_construcao.jpg

Why recycling concrete?

País /Norma

Máxima substituição de agregados

naturais por

Condições de

aplicação

Classe de

Resistência

máxima

Graúdos Miúdos

Brasil

ABNT NBR

15116:2004

100% 100% Concreto sem função

estrutural

15 MPa

Alemanha

DasStb 1998

20 a 35%,

conforme a

aplicação

0%

Não é permitido em

concreto protendido

C30/37 (20%

substituição)

C25/30 (35%

substituição)

Hong-Kong

20 ou 100% 0% Concreto de baixa

resistência ou

concreto estrutural

20 MPa (100%

substituição)

35 MPa (20%

substituição)

RILEM:1997 100%

Apenas se

cumprirem os

requisitos

impostos aos

naturais

Ambiente seco, úmido

e

marítimo

C50/60

Holanda

CUR:1994

100%

Apenas se

utilizados com

agregados graúdos

convencionais

Ambientes não

agressivos

C40/50

Portugal

E 471:2006

25% 0%

C40/50

20% 0% C35/45

Suíça

SIA 162/4:1994

100% 20%

São requeridos testes

adicionais para

utilização em

concreto protendido

C30/37

Dinamarca

DCA:1990

100% 20% Ambientes não

agressivos

40 MPa

Regulations related to recycling concrete aggregates


País /Norma

Máxima substituição de agregados

naturais por

Condições de

aplicação

Classe de

Resistência

máxima

Graúdos Miúdos

Brasil

ABNT NBR

15116:2004

100% 100% Concreto sem função

estrutural

15 MPa

Alemanha

DasStb 1998

20 a 35%,

conforme a

aplicação

0%

Não é permitido em

concreto protendido

C30/37 (20%

substituição)

C25/30 (35%

substituição)

Hong-Kong

20 ou 100% 0% Concreto de baixa

resistência ou

concreto estrutural

20 MPa (100%

substituição)

35 MPa (20%

substituição)

RILEM:1997 100%

Apenas se

cumprirem os

requisitos

impostos aos

naturais

Ambiente seco, úmido

e

marítimo

C50/60

Holanda

CUR:1994

100%

Apenas se

utilizados com

agregados graúdos

convencionais

Ambientes não

agressivos

C40/50

Portugal

E 471:2006

25% 0%

C40/50

20% 0% C35/45

Suíça

SIA 162/4:1994

100% 20%

São requeridos testes

adicionais para

utilização em

concreto protendido

C30/37

Dinamarca

DCA:1990

100% 20% Ambientes não

agressivos

40 MPa

Regulations related to recycling concrete aggregates


Generation of Recycled Concrete Aggregate


removal of

steel

reinforcement

crushing

Tam et al. (2005)

recycled concrete aggregate

original aggregate


RCA:

- original aggregate

- mortar

- old aggregate/old mortar ITZ

- new mortar/RCA ITZ

Recycled Concrete Aggregate: main characteristics

- mortar (from the original concrete) are attached to raw

aggregate particles;

- higher porosity compared to the original concrete: water

absorption capacity of recycled coarse aggregate is large;

- irregular shape: coarser and more angular: new concrete

tends to be harsh and unworkable;

- some unhydrated Portland cement is present;

- high amounth of microfines, due to the crusher process;

- particle size distribuition after crushing is diferent to raw

aggregate, and frequently need some adjustments mixing

some natural aggregate;

- lower bulk density.


Padovan, 2013

author size fraction (mm)volume of mortar attachedto natural gravel particles

(%)

Sanchez (2004)

4 - 8 32,6 - 54,6

8 - 16 23,4 - 44,4

4 - 16 27,2 - 45,4

Etxeberria et al. (2007)4 - 10 40

10 - 25 20

Ferreira (2007) - 69,4

Domingo-Cabo et al. (2009)4 - 8 31,5

8 - 20 18

Butler et al. (2011) 4,8 - 9,5

20 - 32

30 - 41

46 - 56

Heineck (2012) ≤ 4,890

88

volume of mortar attached to natural gravel particles x

size fraction of RCA


Recycled concrete aggregate:

volume of mortar attached to natural gravel particles

2. aggregate/mortar crushing

1. thermal shock

3. acid attack


water absorption of RCA and raw aggregate

Werle (2010)


Recycled concrete aggregate:

Water absorption

Padovan (2013)

Authorsize fraction - RCA

(mm)water absorption – RCA

(%)size fraction – natural

aggregate (mm)

water absorption – natural agregate

(%)

Levy (2001) 9,5 - 25 3,7 - 5,6 9,5 - 25 0,8

Buttler (2003) 0 - 19 4,74 - 6,25 0 - 19 1,96

Xiao et al. (2005) 5 - 31,5 9,25 5 - 31,5 0,4

Cabral (2007) 0 - 20 5,65 0 - 20 1,22

Ferreira (2007) - 5,8 - 1,2

Kou et al. (2008) 10 - 20 3,52 - 4,26 10 - 20 1,11 - 1,12

Berndt (2009)12,7 - 19 4,7

6,35 - 12,7 0,619 - 25,4 4,1

Domingo-Cabo et al. (2009) 4 - 20 5,194 - 10 1,42

10 - 20 0,98

Fonseca (2009) 4 - 31,5 6,1 - -

Padmini et al. (2009)

10 4,6 - 5,0 10 0,3

20 3,65 - 4,86 20 0,3

40 2,2 - 2,8 40 0,3

Cabral et al. (2010) - 5,65 - 1,22

Limbachiya (2010) 5 - 20 4,8 - 5,5 5 - 20 1,2

Werle (2010); Troian (2010) 4,8 - 25 5,24-8,49 4,8 - 25 2,07


Recycled concrete aggregate

Padovan (2013)




aggregate (mm)


(%)

Levy (2001) 9,5 - 25 3,7 - 5,6 9,5 - 25 0,8

Buttler (2003) 0 - 19 4,74 - 6,25 0 - 19 1,96

Xiao et al. (2005) 5 - 31,5 9,25 5 - 31,5 0,4

Cabral (2007) 0 - 20 5,65 0 - 20 1,22

Ferreira (2007) - 5,8 - 1,2

Kou et al. (2008) 10 - 20 3,52 - 4,26 10 - 20 1,11 - 1,12

Berndt (2009)12,7 - 19 4,7

6,35 - 12,7 0,619 - 25,4 4,1


10 - 20 0,98

Fonseca (2009) 4 - 31,5 6,1 - -


10 4,6 - 5,0 10 0,3

20 3,65 - 4,86 20 0,3

40 2,2 - 2,8 40 0,3

Cabral et al. (2010) - 5,65 - 1,22

Limbachiya (2010) 5 - 20 4,8 - 5,5 5 - 20 1,2

Werle (2010); Troian (2010) 4,8 - 25 5,24-8,49 4,8 - 25 2,07



Padovan (2013)




aggregate (mm)


(%)

Levy (2001) 9,5 - 25 3,7 - 5,6 9,5 - 25 0,8

Buttler (2003) 0 - 19 4,74 - 6,25 0 - 19 1,96

Xiao et al. (2005) 5 - 31,5 9,25 5 - 31,5 0,4

Cabral (2007) 0 - 20 5,65 0 - 20 1,22

Ferreira (2007) - 5,8 - 1,2

Kou et al. (2008) 10 - 20 3,52 - 4,26 10 - 20 1,11 - 1,12

Berndt (2009)12,7 - 19 4,7

6,35 - 12,7 0,619 - 25,4 4,1


10 - 20 0,98

Fonseca (2009) 4 - 31,5 6,1 - -


10 4,6 - 5,0 10 0,3

20 3,65 - 4,86 20 0,3

40 2,2 - 2,8 40 0,3

Cabral et al. (2010) - 5,65 - 1,22

Limbachiya (2010) 5 - 20 4,8 - 5,5 5 - 20 1,2

Werle (2010); Troian (2010) 4,8 - 25 5,24-8,49 4,8 - 25 2,07



RCA water absorption: capillar absorption and saturation

HOW TO CORRECT IT?

Fedumenti (2013)

y = 1,2532x + 2,2414R² = 0,7802

y = 0,9997ln(x) + 6,7085R² = 0,9922

0

2

4

6

8

10

12

0,0 10,0 20,0 30,0 40,0

Ab

sorç

ão d

e á

gua

(%)

tempo (min1/2)



Water absorption

time

Wate

rabsorp

tion

(%)

Schematic representation of a non saturated recycled concrete aggregate

in contact with water


Water transportation in fresh concrete


non saturated recycled concrete aggregate

aggregate surface

cement

water

water

water flow

cement barrier reducing

water flux

Schematic representation of a saturated recycled concrete aggregate

in contact with fresh concrete



Water transportation in fresh concrete

saturated recycled concrete aggregate

water

water

cementwater flow

water

flow

aggregate

Padovan (2013)

changes in concrete slump over

time



Effect of water transport on workability of fresh concrete

Slu

mp

(mm

)

Slu

mp

(mm

)

Time (min)

Time (min)

Time (min)

Slu

mp

(mm

)

Werle (2010)



RCA water content x new concrete water absoption

√ time (min)

√ time (min)

ca

pila

r a

bso

rptio

n(g

/cm

2)

ca

pila

r a

bso

rptio

n(g

/cm

2)

100% RCA 18MPa

100% RCA 50MPa

Werle (2010)



RCA water content x new concrete strength

Pre-wetting (%)

Com

pre

ssiv

estr

ength

(MP

a)

Fedumenti (2013)

ARC 0%

7 28 63 91

Idade (dias)

10

15

20

25

30

35

40

45

50

55R

esis

tên

cia

à c

om

pre

ssã

o -

fc (

MP

a)

ARC 25%

7 28 63 91

Idade (dias)

ARC 50%

7 28 63 91

Idade (dias)

A/AGL 0,42

A/AGL 0,53

A/AGL 0,64



[ % of RCA x water/binder x age] x new concrete strength

Co

mp

ressiv

estr

en

gth

(MP

a)

age (days) age (days) age (days)

RCA 0% RCA 25% RCA 50%

Werle (2010)

seazoning

carbonated specimen with

phenolphthalein

DURABILITY OF CONCRETE WITH RCA :

carbonation


Werle (2010)reference concrete carbonation depth: 8.8 mm

DURABILITY OF CONCRETE WITH RCA:

Carbonation depth


RCA

Type*

Recycled concrete

aggregate content

Pre-wetting rate

0% 25% 50% 75% 100%

18 MPa

(w/c 0.85)

25% 10.6 8.4

50% 8.3 9.3 11.0

75% 11.6 11.9

100% 13.1 11.8 12.1

37 MPa

(w/c 0.56)

25% 9.3 9.7 8.4

50% 11.3 10.3

75% 11.4 10.2 9.8

100% 10.5 11.4

50 MPa

(w/c 0.43)

25% 10.5 8.8

50% 10.5 8.7 8.8

75% 9.7 8.8

100% 8.9 10.3 9.7

Werle (2010)

1 2 3 4 5 6 7 8 9 10 11 120

2

4

6

8

10

12

14

final w/c = 0,55

Ca

rbo

na

tion

dep

th (

mm

)

1 2 3 4 5 6 7 8 9 10 11 12

final w/c = 0,65 REF

TAG25%

TAG50%

TAG75%

TAG100%

RCA 18 MPa

Time (days1/2

)

1 2 3 4 5 6 7 8 9 10 11 120

2

4

6

8

10

12

14

final w/c = 0,75

Durability of new concrete with RCA:

carbonation depth


Werle (2010)

0,55 0,60 0,65 0,70 0,75 0,80 0,850

2

4

6

8

10

12

14 RCA 18 MPa

Carb

onation d

epth

(m

m)

0,55 0,60 0,65 0,70 0,75 0,80 0,85

RCA Content

25% calc

50% calc

75% calc

100% calc

25% obs

50% obs

75% obs

100% obs

Natural Aggregate

RCA 37 MPa

Final w/c

0,55 0,60 0,65 0,70 0,75 0,80 0,850

2

4

6

8

10

12

14RCA 50 MPa



carbonation depth

Werle (2010)



dispertion of carbonation depth



Chloride

research author year reference

Durability performance of concrete made with fine recycled concrete aggregates

EVANGELISTA e BRITO 2010 NT Build 492

The Effect of Time Dependent Chloride Diffusion Coefficient on the Chloride Ingress in Concrete

CHENG, KARMIADJU e HUANG

2011 AASHTO T259

Water absorption, permeability, and resistence to chloride-ion penetration of lightweight aggregate concrete

LIU, CHIA e ZHANG 2011AASHTO T259

ASTM C1202, NT Build 492

Investigation on the corrosion resistance of bagasse-rice husk-wood ash blended cement concrete by impressed voltage

HORSAKULTHAI, PHIUVANNA e KAENBUD

2011 AASHTO T259

Compressive strength and resistance to chloride íon penetration and carbonatation of recycled aggregate concrete with varying amount of fly ash and fine recycled aggregate

SIM e PARK 2011 ASTM C1202

Influence of the applied voltage on the Rapid Chloride Migration (RCM) test

SPIESZ e BROUWERS 2012 NT Build 492

RCM: A new model accounting for the non-linear chloride binding isotherm and the non-equilibrium conditions between the free- and bound-chloride concentrations

SPIESZ, BALLARI e BROUWERS

2012 NT Build 492

Long-term mechanical and durability properties of recycled aggregate concrete prepared with the incorporation of fly ash

KOU e POON 2013 ASTM C1202

Durability and mechanical properties of high strengthconcrete incorporating ultrafine Ground GranulatedBlast-furnace Slag.

TENG, LIM e DIVSHOLI 2013 NT Build 492

How to proceed ?

Fedumenti (2013)

choride ions penetration determination

ASTM C1202



Chloride

Fedumenti (2013)

choride ions depth determination

NT BUILD 492


Chloride


Fedumenti (2013)

choride ions depth determination


Chloride


NT BUILD 492: sprinkling of AgNO3

Troian (2010)


Chloride


RCA 18 MPa

RCA 37 MPa

RCA 50 MPa

Fedumenti (2013)

ARC, idade e a/agl X resistência à compressão


Chloride


- Studies concernig the recycling of RCA should consider the most important

factors related with the subject, as mechanical properties, durability,

production coasts, environmental impact.

- Durability must be considered before using RCA in a new structural concrete;

- The methods to be used to acess carbonation or chloride íon penetration in

new concrete with RCA must be discussed.

Durability of new concrete with RCA

Recomendations


Programa de Pós-Graduação em Engenharia Civil

Universidade do Vale do Rio dos Sinos

Claudio S. Kazmierczak

[email protected]

WORKSHOP ON CONSTRUCTION AND DEMOLITION

WASTE RECYCLING

Documents

Durability of concrete made with recycled concrete aggregate Recycling 2015/Kazmierczak_Claudio... · Durability of concrete made with recycled concrete aggregate ... ABNT NBR 15116:2004