Politehnica University of Timişoara
Buildings Faculty
Civil Engineering and Installations Department
NEW SUSTAINABLE
BUILDING MATERIALS
AUTHOR:
Lect. PhD. Eng. LIANA IUREŞ
Main Characteristics of
Industrial Wastes as to be
Used in Sustainable
Building Materials
Industrial wastes generalities
• From Wikipedia, the free encyclopedia
• Industrial waste is the waste produced by
industrial activity which includes any
material that is rendered useless during a
manufacturing process such as that of
factories, mills and mines.
• It has existed since the outset of the industrial
revolution.[1] Some examples of industrial
waste are chemical solvents, paints, sand
paper, paper products, industrial by-products,
metals, and radioactive wastes.
• Toxic waste, chemical waste, industrial solid
waste and municipal solid waste are
designations of industrial waste. Sewage
treatment plants can treat some industrial
wastes, i.e. those consisting of conventional
pollutants such as biochemical oxygen
demand (BOD). Industrial wastes containing
toxic pollutants require specialized treatment
systems.
INDUSTRIAL WASTE:
- FLY ASH
1.FINE
2. ULTRAFINE
3. DENSE SLLURY
- MICROSILICA (SILICA FUME)
- PHOSPHO-GYPSUM
X-ray deffraction:
• The industrial wastes represent a huge
problem in our days.
This simple sentence represents the base
problem that makes the starting point of the
scientific researches all over the world in all
the research fields. Researches in the
building material follow this trend.
• New building materials having
industrial waste into their composition
were tested and designed all over the
world. These materials can make a big
difference into the industrial wastes
management.
• Speaking about environmental and climate
protection, building material industry
occupies an important place because it
generates about a quarter of the total
amounts of wastes. If this industry is to
further develop it should take into
consideration of producing new sustainable
materials.
• The fundamental characteristic of a friendly
environmental building material is to reduce
its negative impact and to enhance positive
impact on the environment into its
manufacturing procedure as well as into its
composition.
• Taking into consideration all above
mentioned facts, one can state that
the future building materials must
be made using the existing wastes
from all industrial wastes.
• One power plant produces annually around
1,170,000 tons of fly ash wastes which are to
be deposited on fields near populated areas,
resulting in health problems for humans and
animals in the same manner, affecting also
the surrounding vegetation.
Figure 1. Fly ash deposit
• The utilisation of fly ash by the
construction industry is regulated by
technical standards, such as the
EN450 standards in Europe, the
ASTM C-618 standards in the USA
and their equivalents in Asia.
• Various methods have been attempted to
improve the quality of fly ash in an
effort to make it more suitable for
industrial applications. The most simple
and commonly applied process is to
grade the fly ash by particle size, which
categorises it for a range of cementitious
applications. This is referred to as
Classified Ash.
• Additional improvements are made by
the removal of some carbon in an effort
to bring the overall Loss on Ignition
(LOI) content below the 7 per cent
demanded by BSEN450 Category A & B
for use as a CEM I replacement in
ready-mixed concrete.
• The XXI st century has a big problem to solve:
to reduce the environmental problems that
appeared during the big industrial
development in the past century. This leads to
important problems regarding the design and
preparation of the building products and
materials, so that finally to obtain an
economic cost of the product, on short and
long time periods, also a “friendly with the
environment” during its fabrication process.
• Romania it is one of the world’s biggest fly
ash producers, this is because of burning a
low quality of coals. In the 1980 year, 15
millions tones of fly ash were produced.
• The fly ash it is an important industrial waste
that resulted from the burning of powder coal
at temperatures between 1.200 – 1.600 °C.
From each tone of coal it results 0.15 – 0.6
tones of fly ash.
• In our days, in Romania there are recorded
951 industrial waste deposits that cover a
surface over 11000 hectares.
• Table 1 present the industrial waste deposits
as they are presented by Government
Department.
• The reuse of fly ash as an engineering material
primarily stems from its pozzolanic nature, spherical
shape and relative uniformity. Nearby Timisoara
City at Utvin, there it is one of the biggest air
pollution sources from west Romania: the fly ash
deposit of Power Plant South Timisoara. This
deposit covers 50 hectares and it was started since
1987. In this moment, special equipment is in
function which produces dense slurry. This dense
slurry is and admixture of fly ash and water in 1:1
proportion.
• Fly ash utilization, especially in concrete, has
significant environmental benefits including:
• - increasing the life of concrete roads and structures
by improving concrete durability;
• - net reduction in energy use and greenhouse gas
and other adverse air emissions when fly ash is used
to replace or displace manufactured cement;
• - reduction in amount of coal combustion products
that must be disposed in landfills;
• - conservation of other natural resources and
materials.
Experimental programme
• Experimental determinations were made on
new building materials realized with ultra
fine fly ash (from Timisoara Power Plant)
classical binders and sand.
• There were realized mixtures with the
following compositions:
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
COMPOSITIONS:
For series 1, 3 and 5, the materials structures are:
- Water = 20%;
 aggregate = 40% (sand 0-4 mm);
- Dry Materials = 80% from:
 blended binders = 60%.
For series 2 and 4, the materials structures are:
- Water = 15%;
 aggregate = 40% (sand 0-4 mm);
- Dry Materials = 85% from:
 blended binders = 60%.
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
COMPOSITIONS:
BATCH
Water
[%]
Lime
L
[%]
Cemen
t
Fly
Ash
C
FA
[%]
[%]
Sand
0-4 mm
Superplasti
ciser
[%]
Series 1 L10 C10
20
4.8
4.8
38.4
32
FM 40
Series 2 L10 C10
15
5.1
5.1
40.8
34
FM 40
Series 3 L10 C10
20
4.8
4.8
38.4
32
Plaston
Series 4 L10 C10
15
5.1
5.1
40.8
34
Plaston
Series 5 L10 C10
20
4.8
4.8
38.4
32
-
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
Physical and mechanical characteristics of building materials with fly
ash:
Apparent density
Batch
a, [kg/m3]
Tensile strength
ft, [N/mm2]
Compression
strength
fc, [N/mm2]
7 days
28 days
7 days
28 days
7 days
28 days
Series 1 L10 C10
1843
1690
2.60
2.74
10.23
20.87
Series 2 L10 C10
1947
1840
3.96
2.58
13.32
20.01
Series 3 L10 C10
1684
1465
3.14
1.87
11.83
12.95
Series 4 L10 C10
1919
1725
3.69
2.57
12.55
15.16
Series 5 L20 C10
1895
1804
2.48
2.11
7.70
17.10
To establishing the blended binders
compositions was used the next model:
%Blended binders=%(classic binders + UFA) = 100% (1)
where:
- classic mineral binders=cement (C)+lime (L);
- UFA=ultra fine fly ash from Power Plant.
• The blended binder compositions were fixed
by using 10%, 20% and 25% of lime (L), 5%,
10% and 20% of cement and ultra fine fly ash
(UFA) was obtaining from relation:
%UFA=100%-%Blended binders
(2)
• During the compound mixing the
superplasticizer (polycarboxylatether)
was added in 0.5% from blended
binder’s mass proportion.
• The prismatic samples have been made
with 40x40x160 mm dimensions.
The samples were realized in two steps:
▪first was prepared a manual dry mixture
from sand, ultra fine fly ash,
lime/cement;
▪second, water was added, the mixture was
2 minutes mechanical mixed,
superplasicizer was added and 2 minutes
mechanical mixed again.
The compactness was performed on jolting
table in two sequences: 30 jolts in 30 seconds
for the first half fresh material and 30 jolts
in 30 seconds for the steel mould filled with
all fresh material quantity.
The samples were kept into wet air box until
28 days age.
Experimental results
Apparent density, bending tensile
strength and compression strength are
present into Table 3.
The apparent density at 28 days
age
for
different
batches,
presented in Table 3, have a value
between 1762 kg/m3 and 1987
kg/m3 which framed the materials
in medium heavy mortars category
or cell concretes.
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
• For materials of G1 group
• Mechanical strength obtained at 7 and 28
days age, have the optimal behaviour for
series 1 L10 C10 and series 3 L20 C10.
• Although have obtained high levels of fc to 28
days
(> 30 N / mm2), fct presents a decrease for the
age of
7 days to 28 days. These characteristics are
proper for small items such as paving plates.
• For a constant percentage of 10% cement, the
increase of the percentage of lime of 10%
(series 6 L10 C10) to 20% (series 8 L20 C10)
led to lower fct with 0.35 N/mm2, representing
12.0% and to increase fc with 3.74 N/mm2.
• For the case of constant quantity of lime
(10%) and increasing the proportion of
cement to 10% (Series 6 L10 C10) at 20%
(series 9 L10 C20) an increase of fct with 0.12
N/mm2 (4.1%) and of fc with 8.82 N/mm2
(46.4%).
• The thermal conductivity coefficient was
determinate with Almemo 2290-8 device for
series 1 L10 C10 and the values obtained was
l = 0.70 W/(m●K). This coefficient is the same
like brick and less than concrete thermal
conductivity.
• The technical efficiency, thermal
efficiency, economic efficiency and
sustainability index are presented into
Table 4.
• A reference Materials was chosen as an
ideal material for comparison with
classical as well as with new materials.
• The technical, thermal and economic
efficiency was express taking into account
three coefficients as follow:
• From Table 4 and Fig. 1 it can be
concluded:
• The thermal efficiency b1 as the ratio
between the thermal resistance R and
the cost C, has the maximum value for
Reference Material (25) and for cell
concrete (10.8). The new materials are
characterized by thermal efficiency
between 2.2 to 3.4. The small value were
obtained for ordinary concrete
b1=1.0 and solid brick b1=1.2.
• The economical efficiency b2 expressed by the
ratio between the compressed strength and
cost has the minimum values are for cell
concrete (8) and solid brick (9) due to smaller
value of the compressive strength.
Economical efficiency for new material with
the values between 45 and 62 is very similar
with the Reference Material (50).
• Technical efficiency, as ratio between the
compressive strength and the apparent
density is with the maximum value for the
Reference Material (33). From the new
materials the Series 3 (18.4) and Series 4
(18.2) are characterized with the higher
value. The ordinary concrete as well as the
cell concrete has obtained the smaller values
(11 and 8.9); the minimum value is for solid
brick b3=5.9.
Sustainability of new materials
The sustainability index was calculated by
formula:
R
R
E
C
R f
c
S

0.4

0.3

(0.15

0.15
)
R
R
E C R f
c
• This index refers to four components of the
sustainability dimensions: ecological (by
E=energy), economic (by C=cost) and social
(by R=thermal transfer resistance and
fc=compressive strengths).
• The results of the analysis of
sustainability are presented into Table 4
and Fig. 2. Reference material was
chosen to have the maximum value of
sustainability index (S=1).
• The solid brick is characterized by a
minimum value of S=0.271 as well as
cell concretes with S=0.478 due to of
high energy included for obtaining, a
higher cost and a small compressive
strength. The new materials have a
sustainability index of S=0.612-0.817
which is higher as compared with
ordinary concrete S=0.53.
• The sustainability was expressed, too, by the
energy only with the next relation:
S1 
ER
E
• where: ER is the energy of the Reference Material
and E is the energy incorporated by the other
materials. The energy sustainability index was
obtained as S1=0.444-0.920 for new materials with
ultra fine fly ash and of S1=0.364 for cell concrete
as well as of S1=0.332-0.388 for ordinary concrete.
The minimum values has the solid brick S1=0.271.
Conclusion
• The new materials are characterised by
an important economical efficiency like
Reference Materials.
• Technical efficiency, as a ratio between
the compressive strength and apparent
density is a high one as compared with
reference Material.
• The thermal efficiency expressed by the
thermal efficiency index b1 as well as by
energetic sustainability index S1 of the
new materials is much better as
compared with ordinary concrete (the
best value were obtaining for series 6
and 10).
• A comprehensive characterisation of the
new materials was defined by a new
concept: sustainability index S (see
formula 6).
• According to this index the new
materials (especially series 6 and 10) are
very close to Reference Material which
means they are sustainable.
• Taking into account the characteristics
presented before, the new materials with
industrial waste (ultra fine fly ash) are
recommended to be used as
prefabricated blocks for masonry and
slabs for pavement.
MATERIALS FOR ROAD INFRASTRUCTURE
COMPOSITIONS:
Batch
Water
[%]
Cement
C
[%]
Fly Ash
FA
[%]
Sand
0-4 mm
S
[%]
Series 1
C5
25
5
70
25
Series 2
C10
25
10
65
25
Series 3 C15
25
15
60
25
Series 4 C20
25
20
55
25
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
Physical and mechanical characteristics of building materials with fly
ash:
Apparent
density
a, [kg/m3]
Batch
Tensile strength
ft, [N/mm2]
Compression
strength
fc, [N/mm2]
7 days
28
days
7 days
28
days
7 days
28
days
Series 1
C5
1539
1348
0.54
0.63
2.99
3.45
Series 2
C10
1560
1321
0.68
0.89
3.46
3.71
Series 3 C15
1610
1436
0.72
1.06
5.11
5.92
Series 4 C20
1642
1462
1.15
1.75
5.44
6.33
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
Compressive strength
fc [N/mm2]
7
6.33
6
5.29
5.44
5.11
5
4
3.71
3.45
3.46
3
7 days
28 days
2.99
2
1
28 days
7 days
C15
C10
C5
Legend:
BATCH
C20
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
The composition mixture with industrial recycling waste (fly ash and
silica fume):
Ceme Silica Fly
No.
Batch
1
1. Series
L10 C10
2
2. Series
L10 C10 M5
Series 3
3. L10 C10
M10
4
4. Series
L10 C20 M5
Series 5
5. L15 C15
M10
Series 6
6. L10 C20
M10
Water Lime
[%]
[%]
nt
[%]
fume
[%]
ash
[%]
Sand
[%]
22.4
4.7
4.7
-
37.2
31
22.4
4.7
4.7
2.3
34.9
31
22.4
4.7
4.7
4.7
32.5
31
22.4
4.7
9.4
2.3
30.2
31
22.4
7.0
7.0
4.7
27.9
31
22.4
4.7
9.4
4.7
27.8
31
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
Physical and mechanical properties
No.
1.
2.
3.
4.
5.
Batch
Series 1
L10 C10
Series 2
L10 C10
M5
Series 3
L10 C10
M10
Series 4
L10 C20
M5
Series 5
L15 C15
Apparent
Tensile
Compressio
density
strength
n strength
2
3
ft, [N/mm ] fc, [N/mm2]
a, [kg/m ]
7
28
7
28
7
28
days days days days days days
fc
,
a
kNm
 kg 


1726 1718 0.70
2.62
4.14 11.62 6.76
1735 1724 1.61
3.75
5.83 15.04 8.72
1747 1736 1.61
4.03
6.10 16.60 9.56
1774 1743 2.23
4.21
8.70 20.18 11.58
1754 1754 2.22
4.45
7.66 21.51 12.34
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
Compressive strengths:
2
f
27 Rc [N/mm ]
23.79
24
21.51
20.18
21
18
16,60
Legend:
15.04
15
12
7 days
11.62
10.04
8,70
9
6
5.83
28 days
7.66
6,10
4.14
3
0
20%
Series 1
L10C10
25%
Series 2
L10C10M5
30%
Series 3
L10C10M10
35%
Series 4
L10C20M5
40%
Series 5
L15C15M10
40% (L+C+M)
Series 6
L10C20M10 BATCH
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
The material composition with fly ash and phospho-gypsum:
Phosph
Cemen
Lime
oFly ash Sand
t
[%]
gypsum
[%]
[%]
[%]
[%]
No.
Batch
Water
[%]
1.
Series 1
G10 L10 C10
20
4.8
4.8
4.8
33.6
32
2.
Series 2
G10 L20 C10
20
9.6
4.8
4.8
28.8
32
3.
Series 3
G10 L10 C20
20
4.8
9.6
4.8
28.8
32
RkN

c m
 , 
 kg 
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
a
The physical and mechanical characteristics for material with fly ash and
phospho-gypsum:
No.
Batch
Apparent
density
a, [kg/m3]
7
days
Tensile
strength
ft, [N/mm2]
Compression
strength
fc, [N/mm2]
28
days
7
days
28
days
7
days
fc
,
a
 kN  m 
28  kg 

days 
1.
Series 1
G10 L10 C10
1821 1812
1.16
4.80
4.64 26.60 14.67
2.
Series 2
G10 L20 C10
1846 1831
1.18
7.03
4.65 28.02 15.30
3.
Series 3
G10 L10 C20
1858 1847
1.39
6.91
5.61 32.39 17.53
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
Tensile strength:
8
R
f i [N/mm2]
7
t
7.03
6.91
6
4,80
5
Legend:
7 days
4
28 days
3
2
1.16
1.18
1.39
1
0
30%
Series 1
G10L10C10
40%
Series 2
G10L20C10
40%
Series 3
G10L10C20
 (L+C+G)
Batch
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
Compressive strength:
35
f
Rc [N/mm2]
30
32.39
28.02
26.6
25
Legend:
20
7 days
28 days
15
10
5
4.64
4.65
5.61
0
30%
Series 1
G10L10C10
40%
Series 2
G10L20C10
40%
Series 3
G10L10C20
 (L+C+G)
Batch
BUILDING MATERIALS WITH ULTRA FINE FLY ASH:
Group
G1
BATCH
Water
[%]
Lime
[%]
Cement
[%]
Ultra fine
Fly Ash
[%]
Series 1 L10 C10
20
4.8
4.8
38.4
Series 2 L20 C5
20
9.6
2.4
36.0
Series 3 L20 C10
20
9.6
4.8
33.6
Series 4 L10 C20
20
4.8
9.6
33.6
Series 5 L25 C10
20
12.0
4.8
31.2
Series 6 L10 C10
15
3.4
3.4
27.2
Series 7 L20 C5
15
6.8
1.7
25.5
G2
G3
Series 8 L20 C10
15
6.8
3.4
23.8
Series 9 L10 C20
15
3.4
6.8
23.8
Series 10 L10
C10
Series 11 L20
C10
Series 12 L10
15
3.4
3.4
27.2
15
6.8
3.4
23.8
15
3.4
6.8
23.8
Sand
0-4 mm
[%]
Sand
4-8 mm
[%]
32
-
51
-
32
19
Physical and mechanical characteristics of hardened mixtures:
BATCH
Apparent density
a, [kg/m3]
Bending tensile strength
ft, [N/mm2
Compressive strength
fc, [N/mm2]
7 days age
28 days age
7 days age
28 days age
7 days age
28 days age
Series 1 L10 C10
1855
1762
4.42
2.76
19.76
30.01
Series 2 L20 C5
1813
1766
3.61
1.87
15.75
28.91
Series 3 L20 C10
1853
1773
4.07
2.50
19.28
32.56
Series 4 L10 C20
1850
1780
3.01
2.57
19.33
32.43
Series 5 L25 C10
1840
1790
3.63
1.98
17.05
30.01
Series 6 L10 C10
2017
1987
4.36
3.51
16.44
24.26
Series 7 L20 C5
1965
1940
3.06
3.40
12.63
24.93
Series 8 L20 C10
1989
1896
3.69
3.21
14.51
27.29
Series 9 L10 C20
1938
1839
3.92
3.28
14.43
28.17
Series 10 L10 C10
1932
1822
2.90
2.92
11.80
19.01
Series 11 L20 C10
1920
1805
2.35
2.57
11.85
22.75
Series 12 L10 C20
1906
1820
3.27
3.04
15.66
27.83
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
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MATERIALS SUSTAINABILITY
SUSTAINABILITY:
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MATERIALS SUSTAINABILITY
SUSTAINABILITY:
Environmental
40%
Economic
30%
Social
30%
Embodied energy
(CO2 emission)
70p
Cost of operation and
maintenance
35p
Recycled material
10p
Erection time
30p
Comfort
25p
Long service life
25p
Structure safety
25p
Recycled material
10p
Architectural
adaptability
25p
Waste, dust and
noise
10p
Land use
10p
Protection of
health
25p
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
The
thermal
efficiency:
The
economical
efficiency:
The
technical
efficiency:
Energetic
index:
sustainability
SUSTAINABILITY
INDEX:
R
1
β

x100

x100
1
C
λ
xC
f
β2  c x100
C
f
β3  c
ρa
ER
S1 
E
R
R
E
C
Rf
c
S

0.4

0.3

(0.15

0.
)
R
R
EC R f
c
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
Fig.1 Technical, Thermal and Economical efficiency
62.23
56.23
50.0
54.13
57.50
54.35
56.77
50.00
55.15
52.42 52.50
46.92
45.23
45.06
41.85
40.0
33.33
30.0
25.00
18.36
17.03
18.22
12.85
16.77 12.21
16.37
2.96 2.67
14.39
15.29
12.60
10.43
11.04
9.26
2.42
2.48 2.23
3.20
3.00
2.75
2.92 3.39 2.84
2.91
0.99 5.88
10.80
8.93
8.10
1.16
Thermal Efficiency
Economical Efficiency
Solid Brick
C 16/20
Series 12
Series 11
Series 10
Series 9
Series 8
Series 7
Series 6
Series 5
Series 4
Series 3
Series 2
0.0
Technical Efficiency
Ref. Mat.
10.0
15.32
Cell concrete
20.0
Series 1
Efficiency Index
60.0
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
1.00
1.0
0.92
0.86
0.8 0.72
0.63
0.60
0.67
0.65 0.67
0.51 0.52
0.44
0.4
0.2
0.36
0.33
0.16
0.0
Series1
Series2
Series3
Series4
Series5
Series6
Series7
Series8
Series9
Series10
Series11
Series12
C16/20
SolidBrick
Cellconcrete
Ref.Mat.
Energeticsustenability,S1
0.6
0.74
Energetic sustainability of Reference Materials and new
materials
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
1.00
Sustenability Index, S
1.0
0.8
0.82
0.78
0.82
0.76
0.70
0.71
0.67 0.68
0.75
0.74
0.69
0.61
0.6
0.53
0.48
0.4
0.27
0.2
Sustainability Index of Reference Materials and new materials
Ref. Mat.
Cell concrete
Solid Brick
C 16/20
Series 12
Series 11
Series 10
Series 9
Series 8
Series 7
Series 6
Series 5
Series 4
Series 3
Series 2
Series 1
0.0
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
CONCRETES SUSTAINABILITY:
Ordinary concrete
Material
Composition Price
[kg/m3]
[€/m3]
Cement CEM I 42,5 R
405.9
38.09
Limestone filler
91
5.4
Silica fume
Fly ash
Fine
0/4 mm river aggregate
0/4 mm
839.8
40
crushed
4/8 mm
447.9
27
crushed
Coarse
aggregate
4/8mm river
SCC
Composition Price
[kg/m3]
[€/m3]
477.2
44.8
53.5
78
53.5
50
987.3
58
Superplasticizer
6.1
6
(1.5% from
cement)
7.2
7
(1.5% from
cement)
VISCOCRE
TE
367.4
198.8
Water
GLENIUM
ACE 30
0.5
-
-
-
-
526.5
31
0.2
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
SUSTAINABILITY:
ORDINARY CONCRETE:
UHPC
UHPC
UHPC
CO
Cost
Noise
2
S

0
.
4

0
.
3 
0
.
3 
0
.
685
1
OC OC OC
CO
Cost
Noise
2
SELF COMPACTING CONCRETE:
UHPC
UHPC
UHPC
CO
Cost
Noise
2
S

0
.
4

0
.
3SCC

0
.
3SCC

0
.
740
2
SCC
CO
Cost
Noise
2
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
CONCRETE ELEMENTS DURABILITY: CARBONATION
PROFESSOR C. BOB FORMULA
INITIAL PERIOD
- average depth of carbonation or chloride penetration, mm;
2
f c - concrete compressive- strength, N/mm ;
t - time of CO2 or/and Cl action, years;
150
ckd
x
t
fc
_
Numerical values of c, k and d:
Carbonation process
c - cement type - CEM
Cement
II
I
I A52, 42, S3
5
5
(R) (R) 2,5
R
II B
c
0.8 1.0 1.2 1.4
k - environmental conditions
Outdoor
Environmental Indoo
Protect Averag
conditions
r
ed
e
RH, %
k
≤ 60
70-75
1.0
d – concentration of CO2
%
CO2 in
g/m3
80-85
0.7
0.5
0.03
0.36
Chloride ion penetration
c - cement type - CEM
III A
2.0
Wet concrete
> 90
0.3
0.10
1.20
I 42,5II AI52,5 S32,5R
Cement
c
1.00
k - environmental conditions
Environmental conditions
0.90
III A
0.75
0.67
Value of k = k1 · k2
0C
0-5
5-15
15-25
k1
0.6
7
0.75
1.00
Temp
II B
%
50
k2
0.75
d – concentration of chloride ion
85
1.00
in
% of surface concentration 0%
front 20%
50%
RH
25-35 35-45
1.25
1.50
100
0.75
65
%
85%
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
Clay bond for masonry:
Clay
Water
Lime
Cement
Saw
dust
[%]
[%]
[%]
[%]
[%]
Batch
bond
Series 1
C10
30
0
8
0
72
Series 2
C15 SD5
30
0
7
3,5
59.5
Seres 3
C10 SD5
30
0
10
3,5
56.5
Series 4
C10 SD5
25
0
10
3,5
61.5
Series 5
L15 SD5
25
10
0
3,5
61.5
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
Clay bond
No. crt.
BATCH
a,
[kg/m3]
fc,
[N/mm2]
7 zile
7 zile
1.
Series 1
C10
1149
1,34
2.
Series 2
C15 SD5
1229
1,38
3.
Series 3
C10 SD5
1259
1,56
4.
Series 4
C10 SD5
1323
2,19
5.
Series 5
L15 SD5
1259
1,25
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
SAW DUST
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
CLAY BOND SOIL
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
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BUILDING MATERIALS WITH INDUSTRIAL WASTE
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
UNIVERSITY POLITEHNICA OF TIMISOARA
BUILDING MATERIALS WITH INDUSTRIAL WASTE
Politehnica University of Timişoara
Buildings Faculty
Civil Engineering and Installations Department
THEORETICAL CONSIDERATIONS AND
LAB DETERMINATIONS REGARDING
CONCRETE SHRINKAGE
1. Theoretical considerations upon drying
shrinkage of concrete
The main factors that influence the size of
drying shrinkage process are:
- The aggregates used in the concrete
- The water content
- The building elements dimensions
The cement characteristics have a little or no
influence upon concrete shrinkage
• The long period of shrinkage development in
the concrete elements having a big
volume/surface ratio, it can be computed
(CEB-FIB, 1990) by use of the following
relationship:




t
,
t



t


t
s
0
s
0 s
s 0
s0 = 1 x 2
- initial shrinkage coefficient;
1
- factor which depends on the enviroment;
2
- factor which depends on h0;
h0
- thickness coefficient , depends on the elements dimension
and enviromental humidity;
s
- factor of shrinkage time evolution, depends on h0;
t
- concretes age;
t0
- the age at which the contretes drying started.
2. Used shrinkage admixtures
The experimental tests were based on
establishing the optimum utilisation
procentage of three different additives for
shrinkage reducing of the hardened
concrete; also the optimisation of the
compositions and manufacturing technology
for these types of concretes, by using the
products and materials tipically for our
country
•The tested additives were:
•SR - 2 it is an superior alchool base admixture,
the recomanded dosage it is (0,5 – 3,0) % from C
•ECLIPSE the recomanded dosage it is (1,0–2,5) % from
C
•FM 40 the recomanded dosage it is (0,2 – 2,5) % from
C
3.
Characteristic shrinkage and cracking
index
1.)  - Characteristic shrinkage, eguals to the
ratio between the shrinkage presented by the
concrete element and its compression strength
determined on cubic samples with l=15 cm, at 28
days.
εc  m 
=


2
fc
 N 


For building elements, when  has the smallest
values, the admixtures efficiency it should be
considered bigger.
Characteristic shrinkage – admixture percentage
on
• 2.) γ – cracking index equals to the ratio between the
effort which is present into concrete element and its
bending tensile strength determined on standard
prisms at 28 days.
γ=
σ
fct
 γ=
E  εc
fct
• It will be considered that the concrete element will
crack if γ  1.
8
7
6
Cracking index
5
Eclipse
SR - 2
4
FM 40
Martor
3
2
1
0
1,5
1,6
1,7
1,8
1,9
2
2,1
Cracking index γ – admixture percentage
Admixture percentage
2,2
2,3
2,4
• Introducing the two new coefficients,  characteristic shrinkage and γ – cracking
index, one should can estimate accuratly yhe
cracking tendency of a hardened concrete,
taking into account its mechanical strengths.
This manner is of useful hand when designing
concrete structures and also for estimations
regarding to the durability of such structures.
By mean of these coefficients,  - characteristic
shrinkage and γ – cracking index, it can also be
established the efficiency of an admixture in
shrinkage reduction, leading to an optimisation of
shrinkage reduced concretes composition.
Taking into account these two coefficients, it is
proposed, as future work, the writing of provizory
instructions for the compositions of shrinkage
reduced concretes.
Thank You for Your Attention!