Arid Zone Journal of Engineering, Technology and Environment, March, 2018; Vol. 14(1):41-53
Copyright © Faculty of Engineering, University of Maiduguri, Maiduguri, Nigeria.
Print ISSN: 1596-2490, Electronic ISSN: 2545-5818, www.azojete.com.ng

41

UTILIZATION OF CERAMICWARE WASTE AS COMPLEMENTARY AGGREGATE
IN HOLLOWMASONRY UNIT PRODUCTION

A. A. Ajayi-Banji1*, D. A. Jenyo1, M. A. Adegbile1, T. D. Akpenpuun1, J. Bello1,
A. O. Ajimo2 and S. Sujitha3

1Agricultural and Biosystems Engineering Department, Faculty of Engineering and Technology,
University of Ilorin, Ilorin, Kwara State, Nigeria

2Civil Engineering Department, School of Civil and Natural Resources Engineering, Yaba
College of Technology, Jibowu, Lagos State, Nigeria

3Civil Engineering and Environmental Engineering Department, College of Engineering, North
Dakota State University, Fargo, North Dakota, USA

*Corresponding author’s e-mail address: ajayibanjiademola@gmail.com

Abstract
Continuous increase in ceramic ware waste from construction and demolition waste without good management
practice has resulted in elevated volume of this waste category. However, utilization of this waste in masonry unit
production could be a plausible option to solve this menace, particularly, in its ability to enhance masonry unit
compressive strength. In this study, ceramic ware waste was utilized for hollow masonry unit production and three
different natural fine aggregate to ceramic aggregate mix ratios of 100:0, 90:10, 80:20 and 70:30 were examined.
Furthermore, the cement to total aggregate mix ratio considered was 1:7. Sequel to the process of aggregates mixing,
casting, and subsequently demoulding, the masonry units were cured for 28 days prior to inspection for compressive
test parameters. Results indicated that masonry unit with natural sand to ceramic waste mix ratio of 80:20 has the
highest crushing strength at peak, yield and break point which were 60.903kN, 60.493kN and 53.863kN respectively.
The compressive stress at peak and break were 6.57MPa and 6.50MPa in that order and Young’s modulus was
0.262GPa. Statistically, there were no significant differences at 95% confidence interval between the aggregate mix
masonry units when the compressive strength indices were evaluated. Ceramics ware waste from demolition and
construction waste is a suitable co-aggregate in hollow masonry unit production.

Keywords: Construction and demolition waste, ceramic ware waste, reuse, hollow masonry unit,
compressive strength, natural fine aggregate

1. Introduction
Construction and demolition wastes generation are on the increase due to growth in dilapidated
structures, aged structures and those threatened and affected by natural disasters, and it
constitutes the largest fraction globally (Zimbili et al., 2014). Usually, wastes emanate from
neighbourhood where simple structures are demolished and replaced with new and gigantic ones
like stories and skyscrapers that can accommodate the growing population demand. Replacement
of old and dilapidated buildings with aesthetically improved ones has equally contributed to the
generation. Other salient factors contributive to the waste generation are fire incident and wars
(Ali and Moon, 2007). Natural disasters such as earthquake, hurricane and flood are equally
inclusive in the list (ICSU, 2008, Mühr et al., 2017). Hence, the waste will continue to grow in
volume and pose threat to the environment except pragmatic steps are employed for its judicious
utilization. Composition of construction and demolition wastes are ceramics ware, metal, wood,
concrete, stone, related aggregates, glass, plastic, asphalt, plaster, rubbish, paper and others.

mailto:ajayibanjiademola@gmail.com
http://www.azojete.com.ng


Ajayi-Banji, et al.: Utilization of ceramic ware waste as complementary aggregate in hollow masonry
unit production. AZOJETE 14(1):41-53. ISSN 1596-2490; e-ISSN 2545-5818, www.azojete.com.ng

42

Among this composition, ceramic ware wastes contribute the greatest stony fraction to the waste
stream; about 72% of the fraction (Zimbili et al., 2014). The ware wastes are innate materials
with high earth minerals subjected to dehydration, with regulated heating of about 1200°C
(Medina et al., 2012). The wastes are often landfilled though this common disposal option is
neither economical nor environment friendly. Recently, the non-biological wastes have found
unique applications in our society beyond disposal. One important use is as storage bank for
nuclear wastes (Devanathan et al., 2011). Another prominent application of ceramic waste ware
was as binding agent in concrete production due to the pozzolanic property (Kenna and Archbold,
2014). Other uses are as fine and coarse aggregates for construction and fillers (Amitkumar et al.,
2013). Production of masonry unit is another feasible area of application. Masonry units are used
in places like Malaysia as noise barrier (Herni et al., 2015). They are employed globally in
construction industries due to the fire resistance ability, good heat insulating properties and
chemical resistance compared with wood and steel (CIGR, 1999). Although, the low tensile
strengths when compared with steel and wood have been the primary challenge of using this
construction material especially for load bearing functions. Hence, this study intends to
investigate the effect of ceramic ware waste as a partial substitution for natural sand aggregates
in hollow masonry production and equally inspect the quality in terms of compressive strength.
Other substances that have been utilized in masonry unit production are rice husk
(Chukwudedelu et al., 2015) and coconut fiber and shell (Ganiron et al., 2017).

Masonry unit in Nigeria is either in the hollow or solid form. This is the major construction
material for all kinds of buildings in Nigeria as compared with some part of the western world
where emphasis is placed on wood. For the purpose of this study, the scale of hollow block
considered to Nigerian industrial standard (NIS) 87 (2001) was 1: 3.

2. Materials and Methods
Natural fine aggregate was collected from the stream bed channeled through Oke-Odo, Ilorin in
Kwara State in Nigeria. Visible biological materials were sifted with 2 mm diameter plastic sieve
from the natural sand to ensure the aggregate was free from organic materials. Natural fine
aggregate particle size considered in this study was ≤ 0.3 mm. Standard methods were employed
to determine the natural fine aggregate composition, properties and sand type.

Ceramic aggregate was obtained from white single fired sanitary ware haphazardly discarded in
dumpsites within Ilorin Metropolis, Kwara State, Nigeria (Figure 1). The sanitary ware was
crushed into 0.075 mm particle sizes using 2hp hammer milling machine after collection,
cleaning and manual size reduction with sledgehammer (Figure 2). Structural characterization of
both natural sand and ceramic samples were inspected using a JEOL JSM-6490LV scanning
electron microscope (SEM).

Ceramic and natural sand aggregate proportions were varied into three mix ratios, other than the
control. The mix ratios include 100 percent natural sand without ceramic waste (M0), 90 percent
natural sand with 10 percent ceramic waste (M10), 80 percent natural sand with 20 percent

http://www.azojete.com.ng


Arid Zone Journal of Engineering, Technology and Environment, March, 2018; Vol. 14(1):41-53. ISSN
1596-2490; e-ISSN 2545-5818; www.azojete.com.ng

43

ceramic waste (M20) and 70 percent natural sand with 30 percent ceramic waste (M30). Physical
properties of the co-ballasts such as specific gravity, moisture content, bulk density and porosity
were inspected using standard methods.

Ordinary Portland cement (Dangote trade name), potable water, and aggregates were batched by
weight and mixed thoroughly to ensure homogeneity in the ratio 1:7 before pouring into the 150
× 75 × 75 mm (inner dimensions) mild steel formwork. Water to cement ratio was 0.5. The
choice of these ratios was based on recommendation from literatures (Afolayan et al., 2017;
Artêmio et al., 2012; Prakash et al., 2013). This formwork dimension was 1:3 of the Nigerian
industrial standard sandcrete endorsed by the Nigerian Industrial standard (NIS) 87 (2001). The
formwork was filled and compacted manually to avoid air spaces within the poured mixture that
may reduce strength of masonry unit. Freshly formed hollow masonry units were carefully
demoulded on approximately 300 × 120 mm plain pallets to avoid cracks (Figure 3). The fresh
masonry units were stored temporarily in a well-ventilated shed. The blocks were cured by
submerging in potable water for 28 days (Figure 4). Kaosol (2010) recommended this curing age
in a study on water treatment sludge reuse for hollow concrete block production. Cured masonry
units were carefully removed after each curing period, stacked to dry and stored in a well-
ventilated shed. Blocks produced from each mix ratios were duplicated. Each block was labelled
based on aggregate mix using oil-based paint applied with a soft brush. Densities of the masonry
units were investigated using standard methods. Compressive strength indices were also
inspected using Testometric (M500) universal testing machine at a test speed of 5 mm/min
(Figure 5).

3. Results and Discussion
Aggregate Composition
Natural fine aggregate obtained from Oke-Odo contained 91.5 % sand, 2.0 % silt and 6.5 % clay.
The clay content was less than 7 %, though this was expected to improve the binding process in
the hollow block due to the pozzolanic property. Specific gravity of the aggregate was in line
with Amitkumar et al., (2013) documentation in a study on ceramic waste powder as
replacement for cement in concrete production. Organic carbon and organic matter resident in
the soil were less than 2.0 % each (Table 1). This is an indication of soil type suitability for
construction purpose, as most organic materials decompose with time, creating pore within dried
structures. Porosity of ceramic aggregate was over 200 % of the fine aggregate, though the bulk
density was less by approximately 900 % (Table 1).

http://www.azojete.com.ng


Ajayi-Banji, et al.: Utilization of ceramic ware waste as complementary aggregate in hollow masonry
unit production. AZOJETE 14(1):41-53. ISSN 1596-2490; e-ISSN 2545-5818, www.azojete.com.ng

44

Figure 1: Ceramic ware waste collected from dumpsite Figure 2: Granulated ceramic ware waste

Figure 3: Freshly moulded hollow block Figure 4: Hollow masonry unit under curing

Figure 5: Masonry unit under compressive test

Properties of Aggregate
Table 1: Physical properties of natural sand and ceramic aggregates
Properties Natural Sand Ceramic
Particle size (mm) ≤ 0.30 0.075
Porosity (%) 8.16 20.95
Specific gravity 2.87 2.88
Bulk density (g/cm3) 1.64 0.18
Moisture content db (%)
Organic carbon (%)
Organic matter (%)

1.83
1.10
1.90

2.21
-
-

http://www.azojete.com.ng


Arid Zone Journal of Engineering, Technology and Environment, March, 2018; Vol. 14(1):41-53. ISSN
1596-2490; e-ISSN 2545-5818; www.azojete.com.ng

45

3.1 Density
The least density after moulding and before crushing was observed for M0 and M30 respectively
(Table 2). Density after moulding increased between 1.47 – 5.08 % for the entire masonry unit
category. Reduction in density prior to crushing could be because of handling. Decrease in
weight could also be attributed to the curing process that ensures the complete hydration of the
masonry unit and water loss. Solely natural sand aggregate block had the least density. This is an
indication that hydration process influences the density of ceramic-based masonry unit than
purely natural sand block. Furthermore, these densities were within the range for Type A hollow
sandcrete block (NIS, 2001). The densities after moulding was higher than the values obtained
for concrete hollow block with the inclusion of coconut fiber cum shell and commercial concrete
hollow block documented by Ganiron et. al., (2017).

Table 2:Mean masonry unit density
Block Density after moulding (kg/m3) Density before crushing (kg/m3)

M0 1635.5 1422.2
M10 1718.5 1214.8
M20
M30

1718.5
1659.3

1333.3
1185.2

3.2 Scanning Electron Microscopy
Pore spaces were noticed in the ceramic ware waste morphological structure while natural sand
had rough and crystal–like surface at 50µm and 500 magnification (Figures 6 & 7). The pore and
rough surface will possibly enhance adhesion of the mix.

Figure 6: Natural sand Figure 7: Ceramics ware waste

http://www.azojete.com.ng


Ajayi-Banji, et al.: Utilization of ceramic ware waste as complementary aggregate in hollow masonry
unit production. AZOJETE 14(1):41-53. ISSN 1596-2490; e-ISSN 2545-5818, www.azojete.com.ng

46

3.3 Compressive Strength Test
Results show that energies and forces required to crush the modified aggregates masonry units at
5 mm/min speed were greater than the pure natural sand aggregate hollow blocks (M0) by 57.5 –
467.45 % and 17.7 - 54.1 % in that order irrespective of the mix ratios considered (Table 3). This
suggests that hollow masonry unit produced from ceramic-sand aggregates might have higher
compressive strength and possibly be a better product than solely natural sand aggregate blocks.
The three levels of energies (peak, yield and break) increased with ceramic aggregate increase.
Similar trend was observed for the compressive force exerted to crush the blocks except for
hollow blocks with 30% ceramic aggregate (M30). Block produced with mix ratio of 20 %
ceramic to 80 % natural sand aggregate required the highest crushing force (60.903kN) as shown
in Table 3. There was no significant difference among the three ceramic-sand masonry units
(M10, M20 and M30) with respect to energies and forces (P > 0.05). The crushing force was
higher than the value documented by Maroliya (2012) despite the mix ratios of 1:3:6 used in the
study. This was also greater than the values reported for commercialized concrete hollow blocks
reported by Ganiron et. al., (2017). However, it is very close to the force required to crush
commercialized hollow bock concrete with the addition of fiber and coconut shell. Other
possible reason for the difference was the block dimension. Crushing energies in this study were
greater than values observed by Chukwudedelu et. al., (2015). The author obtained crushing
energy between 7.55 and 12.80 Nm in a study on hollow and dense block production from
mixture of rice husk and slaked lime. Biological material introduced by the author seems to be
the major constituent that might have affected the crushing energy. However, higher energy
required in this study to crush the ceramic-sand aggregate blocks shows that ceramic aggregate is
a better option than rice husk in terms of strength in hollow masonry unit production, though rice
husk block evidently has light weight advantage.

Table 3: Average force and energy values for compressive test
Class Compressive force (kN) Energy (Nm)

Peak Yield Break Peak Yield Break
M0 30.435 27.755 27.469 30.42 19.89 41.70
M10 51.449 43.643 39.123 74.77 46.80 88.41
M20
M30

60.903
56.999

60.493
45.730

53.863
54.400

94.08
172.62

69.42
44.06

124.08
186.13

There was no significant difference among the three ceramic-sand masonry units (M10, M20 and
M30) with respect to stresses and strains (P > 0.05). Stress result followed the same trend with
density. The stress at peak, yield and break for the ceramic-sand aggregate blocks were greater
than that of natural sand aggregate blocks by 19.3 - 56.2 %. The greatest yield stress increment
based on mix ratio occurred at M20 about 56.2 %. Stress at peak for this mix ratio was the
highest produced. Masonry units with aggregate mix of M20 has highest stress value (6.57 MPa)
and lowest strain value (3.72 %). This confirms that M20 masonry unit was stronger and
therefore more suitable for construction than other mix ratio and particularly pure natural sand

http://www.azojete.com.ng


Arid Zone Journal of Engineering, Technology and Environment, March, 2018; Vol. 14(1):41-53. ISSN
1596-2490; e-ISSN 2545-5818; www.azojete.com.ng

47

masonry unit. The stresses obtained (compressive strength) were lower than the values obtained
by Barbosa and Hanai (2009) in a study on strength and deformation of hollow block with
dimension 140 x 390 x 190 mm. However, it was greater than the values obtained for pure
concrete hollow block and concrete hollow block with the addition of coconut fiber and shell
(Ganiron et al., 2017). Difference in block size was the obvious explanation for the disparity.
Despite this, the compressive strength for the ceramic masonry units met the British and
Nigerian standard (3.5 Mpa and 3.45 Mpa respectively). It equally met the A(3.5) and A(4.5)
hollow load bearing unit specified for Indian standard (2005).

Table 4: Average stress and strain values for compressive test
Class Stress (MPa) Strain (%)

Peak Yield Break Peak Yield Break
M0 3.10 2.85 2.83 5.22 4.59 5.83
M10 5.30 4.70 4.14 5.54 3.79 5.90
M20
M30

6.57
5.81

6.50
4.66

5.86
5.45

4.07
7.70

3.72
3.98

5.06
8.05

Young’s modulus value was highest with masonry unit produced from 80 % natural sand and 20
% ceramics aggregate mix ratio (0.262GPa). This almost doubled the value for pure natural sand
aggregate blocks. This stated elastic modulus is the only value in Table 5 greater than the one
reported by Ganiron et al., (2017) for concrete hollow block with coconut and fiber inclusion.
Though with respect to deflection from these masonry unit category, the least deflection was
observed for M20 (Table 5). The high Young’s modulus value indicates the suitability of M20
masonry unit compared with the other block categories in this study. There was no significant
difference among the three ceramic-sand masonry units (M10, M20 and M30) with respect to
deflection (P > 0.05). Deflection during compression test was highest for M10 at break, 10 %
ceramic- sand aggregate mix ratio (Table 5).

Table 5: Average deflection and Young’s modulus values for compressive test
Class Deflection (mm) Young’s modulus (GPa)

Peak Yield Break
M0 3.65 3.21 4.08 0.139
M10 3.88 3.04 4.13 0.147
M20
M30

2.85
4.43

2.62
2.79

3.54
5.63

0.262
0.213

3.4 Stress-Strain Pattern
The three stress strain curves in Figures 8 - 10 followed the same trend. Hemant et al., (2007),
reported these overall non-linear shaped stress-strain curves. Non-linearity in the blocks were
more obvious and pronounced when ultimate failure loads were reached (Figures 8 – 10).

http://www.azojete.com.ng


Ajayi-Banji, et al.: Utilization of ceramic ware waste as complementary aggregate in hollow masonry
unit production. AZOJETE 14(1):41-53. ISSN 1596-2490; e-ISSN 2545-5818, www.azojete.com.ng

48

These curves trend seem to be specific for hollow masonry units, as prism masonry units had
linear stress strain curve (Prakash et al., 2013). Therefore, stress-strain pattern is subjective to the
type of masonry unit under consideration. Block produced with mix ratio of 20 % ceramic to 80
% fine aggregate had the best stress-strain curve pattern.

Figure 8: Stress strain curve for hollow block with10% ceramic ware waste hollow block

Figure 9: Stress strain curve for hollow block with 20% ceramic ware waste hollow block

M10 Sample A

M10 Sample B

M20 Sample A

M20 Sample B

http://www.azojete.com.ng


Arid Zone Journal of Engineering, Technology and Environment, March, 2018; Vol. 14(1):41-53. ISSN
1596-2490; e-ISSN 2545-5818; www.azojete.com.ng

49

Figure 10: Stress strain curve for hollow block with 30% ceramic ware waste hollow block

3.5 Intra-Relationship between Mix Ratio and Compressive Test Output
Masonry unit with 30% ceramic waste mix ratio was exempted from the intra-relationship
between mix ratio and compressive test output. This was due to inconsistent pattern observed as
compared with other mix ratios. Graphs for M10 were equally not presented. Strong nexus exits
between the various natural sand-ceramic mix ratio and the compressive test outputs such as
compressive force and energy required to crush masonry units. The correlation coefficients (R2)
were more than 0.95. This is an indication that crushing energy and force values under this mix
ratio conditions can be predicted. On the contrary, relationships for the other compressive test
parameters such as compressive strength, strain, deflection and Young’s modulus investigated in
this study were inconsistent and mostly below 0.81 (Figures 11-16).

Figure 11: Aggregate mix ratio and compressive force nexus

M30 Sample A

M30 Sample B

http://www.azojete.com.ng


Ajayi-Banji, et al.: Utilization of ceramic ware waste as complementary aggregate in hollow masonry
unit production. AZOJETE 14(1):41-53. ISSN 1596-2490; e-ISSN 2545-5818, www.azojete.com.ng

50

Figure 12: Aggregate mix ratio and energy applied nexus

Figure 13: Aggregate mix ratio and compressive stress nexus

Figure 14: Aggregate mix ratio and strain nexus

http://www.azojete.com.ng


Arid Zone Journal of Engineering, Technology and Environment, March, 2018; Vol. 14(1):41-53. ISSN
1596-2490; e-ISSN 2545-5818; www.azojete.com.ng

51

Figure 15: Aggregate mix ratio and deflection nexus

Figure 16: Aggregate mix ratio and Young’s modulus nexus

4. Conclusion
Quest for strength in masonry units in order to meet present day demands in construction has
fostered the utilization of various materials, especially solid waste introduction into aggregate
mix. This study considered the 10, 20 and 30 % fractional replacement of natural sand aggregate
with single fired sanitary ware waste. Hollow masonry units from ceramics and fine aggregates
have more suitable compressive strength than pure natural sand ballast blocks. However, M30
did not follow the same trend as other modified hollow blocks from the compressive strength
indices investigated. Block from 80:20 percent ceramic to fine aggregates mix ratio was the best
under the study, the compressive strength ranges from 5.86 - 6.57 MPa and as such suitable for
load bearing structures. Stress-strain curves followed overall non-linear pattern. There was no
significant difference among the three ceramic-natural sand mix ratios utilized in this study,
however M20 masonry unit has the highest potential of being utilized than other grades
considered in this study. Modification of aggregate composition in masonry unit production with
ceramic ware waste enhanced masonry unit quality and this will reduce environmental nuisance
resulting from poor management practices of construction and demolition waste. Ceramic wares
from demolition and construction wastes are feasible co-ballast in hollow masonry unit
construction.

http://www.azojete.com.ng


Ajayi-Banji, et al.: Utilization of ceramic ware waste as complementary aggregate in hollow masonry
unit production. AZOJETE 14(1):41-53. ISSN 1596-2490; e-ISSN 2545-5818, www.azojete.com.ng

52

References
Afolayan, JO., Ijimdia, ST. and Oriola, FOP. 2017. Effect of water-cement ratio on the
compressive strength of sandcrete block blended with sawdust ash. International journal of
development research, 7(9):14923-14928.

Ali, MM. and Moon, KS. 2007. Structural developments in tall buildings: Current trends and
future prospects. Architectural Science Review, 50(3): 205 – 223.

Amitkumar, DR., Indrajt, NP. and Jayeshkumar, P. 2013. Ceramic waste: Effective replacement
of cement for establishing sustainable concrete. International Journal of Engineering Trends and
Technology, 4(6): 2324 – 2328.

Artêmio, F. Jr., Machado, CJ., Lima, OA. and P. Jr., Luiz Roberto 2012. A mix design
methodology for concrete block units. Developing the future masonry. Fifteenth international
brick and block masonry conferenceflorianópolis, Brazil.

Barbosa, CS. and Hanai, JB. 2009. Strength and deformability of hollow concrete blocks:
correlation of block and cylindrical sample test results. IBRACON Structures and Materials
Journal, 2(1): 85 – 99.

British standard 3921 (1969) Specification for bricks and blocks of fired brick earth clay or shale

Chukwudebelu, JA., Igwe CC., and Madukas, EI. 2015. Prospects of Using Whole Rice Husk for
the Production of Dense and Hollow Bricks. African Journal of Environmental Science and
Technology, 9(5): 493 – 501.

CIGR Handbook of Agricultural engineering (1999) Animal production and aquacultural
engineering, volume II. Edited by CIGR–The International Commission of Agricultural
Engineering.

Devanathan, R., Gao, F. and Sun, X. 2011. Challenges in modelling the degradations of ceramic
waste forms, United States Department of Energy, United States, pp. 1 – 4.

Ganiron, TU., Ucol-Ganiron, N. and Ganiron, UT. 2017. Recycling of waste coconut shells as
substitute for aggregate in mix proportion of concrete hollow blocks. World Science News,
77(2): 107 – 123.

Hemant, BK., Durgesh, CR. and Sudhir, KJ. 2007. Stress-strain characteristics of clay brick
masonry under uniaxial compression. Journal of Materials in Civil Engineering, 728 – 739.

Herni, H., Ramdzani, A. Abang, AA. and Mohd, JM. 2015. Effectiveness of existing noise
barriers: comparison between vegetation. Concrete Hollow Block, and Panel Concrete, Procedia
Environmental Sciences, 30: 217-221.

http://www.azojete.com.ng


Arid Zone Journal of Engineering, Technology and Environment, March, 2018; Vol. 14(1):41-53. ISSN
1596-2490; e-ISSN 2545-5818; www.azojete.com.ng

53

Indian Standard 2005. Concrete masonry units — specification part 1. Hollow and solid concrete
blocks.IS 2185.

International council for science regional office for Asia and the Pacific, ICSU, (2008) Science
Plan on Hazards and Disasters: Earthquakes, Floods and Landslides, 1 – 37.

Kaosol T. 2010. Reuse water treatment sludge foe hollow concrete block manufacture. Energy
Research Journal, 1(2): 131 – 134.

Kenna F. and Archbold, P. 2014. Ceramic waste sludge as a partial cement replacement. Civil
Engineering Research in Ireland, Queens University Belfast, pp. 1-6.

Medina C., Sanchez de Rojas, MI. and Frias, R. 2012. Reuse of sanitary ceramic waste as coarse
aggregate in eco-efficient concretes. Cement and Concrete Composites, 34: 48 – 54.

Mühr, B., Daniell, J., Kron, A., Jahanbazi, M., Bartsch, M., Raskob, W., Wisotzky, C., Barta, T.,
Kunz, M., Wandel, J., Becker, F., Latt, C. and Mohr, S. 2017. Center for disaster management
and risk reduction technology, CEDIM forensic disaster analysis group (FDA) Hurricane/
tropical storm harvey information as of 29 August 2017 – Report No. 1, Karisruhe Institute of
Technology, pp. 1-16.

Nigerian Industrial Standard (NIS) 87 2001. Standard for sandcrete blocks. Standards
organisation of Nigeria.

Prakash, TM., Naresh, K. and Karisiddappa, BG. 2013. Strength and elastic properties of aerated
concrete block masonry. International Journal of Civil and Structural Engineering, 2(1): 63-76.

Zimbili, O., Salim, W. and Ndambuki, M. 2014. A review on the usage of ceramic wastes in
concrete production. International Journal of Civil, Environmental, Structural, Construction and
Architectural Engineering, 8(1): 91 – 94.

http://www.azojete.com.ng