Effect of Specimens' Shape and Size on the Determination of Compressive Strength and Deformability of Cement-lime Mortars

Abstract

This work presents comparative analyses of the effect of specimens' shape and size on the compressive strength and modulus of elasticity of mortars. Mortar mixtures with compressive strength between 5 and 20 MPa were produced. Experimental tests determined the compressive strength of cylinder specimens of (5 x 10) cm and (10 x 20) cm, and also cubic specimens resulted of mortar's flexural strength tests, which use (4 x 4 x 16) cm prisms. The modulus of elasticity of the cylinder specimens was also determined. Cubic specimens' compressive strength was higher than (10 x 20) cm cylinder's compressive strength and lower than (5 x 10) cm cylinder's compressive strength. The dimensions of the cylinder specimens influenced its compressive strength, which was higher for the (5 x 10) cm specimens. However, it did not affect the static modulus of elasticity of the material. Correlations between the results were established and comparisons with different authors' results were made, improving both technological control and characterization of cement-lime mortars.

Keywords:
mortar; specimens; compressive strength; modulus of elasticity

1. Introduction

Cement-lime mortar is a mixture of sand, water, cement, and lime, used mainly for binding blocks or stones together, plastering, pointing, or acting as a refractory, anticorrosive or waterproofing material. The determination of the compressive strength and the modulus of elasticity of mixed lime and cement mortars in the hardened state is essential to better know the mechanical behavior of this material when used as a constructive element. Different shapes and sizes of specimens can be used to determine these properties.

To obtain the compressive strength of mortar, the Brazilian standard prescribes the use of the broken halves of (4 x 4 x 16) cm prismatic specimens, obtained from the flexural test, according to ABNT NBR 13279:2005 - Mortars applied on walls and ceilings - Determination of the flexural and the compressive strength in the hardened stage¹. Prism halves are also indicated in the European standard EN 1015 - Test Methods for Masonry Mortar - Part 11: Determination of bending and compression strength of hardened mortar². On the other hand, the American standard describes the use of 5.08 cm cubic specimens to determine the mortar's compressive strength in the laboratory, as prescribed by ASTM C109: Standard test method for the compressive strength of cement mortars Hydraulics³. American standards also provide instructions to obtain properties of structural masonry's mortar by simulating construction site situations. In this case, cylinder specimens of (5.08 x 10.16 cm), (7.62 x 15.24) cm shall be used, as prescribed by ASTM C780: Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Masonry and Reinforced Masonry⁴.

The Brazilian standard does not present specific procedures to determine the mortar's static modulus of elasticity by compression. For this purpose, researchers use to adjust the methodology described by ABNT NBR 8522: 2008 - Concrete - Determination of the elastic modulus of elasticity under compression⁵. In this adaptation, cylindrical specimens of (5 x 10) cm are used and the modulus of elasticity is calculated based on the slope of the secant straight line between the points of compressive strength of 0.5 MPa and 30% of the material's actual ultimate strength. Dynamic tests based on wave propagation principles can also be used. These tests determine the initial tangential modulus of elasticity of the material, as described by ABNT NBR 15630: 2008 - Mortar for laying and coating of walls and ceilings - Mortars applied on walls and ceilings - Determination of the elasticity modulus by the ultrasonic wave propagation⁶.

A huge range of shapes and sizes of specimens can be used in the mortar's characterization. Consequently, experimental studies have been developed for years, focusing on the evaluation of the influence of the specimens' geometry on the obtained mortar properties. For example, Matthys and Singh⁷ investigated correlations between the compressive strength obtained with 5.08 cm cubic specimens and (7.62 x 15.24) cm cylindrical specimens. They also considered different production procedures and types of cure. For mortars produced in the laboratory and subjected to wet curing, the cylindrical specimens showed compressive strength around 80.9% of the compressive strength of the cubic specimens. For mortars produced at the construction site and subjected to air-dry curing in the laboratory, the compressive strength of cylindrical specimens was around 116.3% of the compressive strength of the cubic specimens. Schmidt⁸ concluded in his studies that cylindrical specimens of (7.5 x 15) cm or (10 x 20) cm exhibited a compressive strength closer to the compressive strength of 5.0 cm cubic specimens than the compressive strength of (5 x 10) cm cylindrical specimens. The author obtained for the cylindrical specimens a compressive strength close to 93% of the compressive strength of cubic specimens.

Most recent technical literature also shows considerable scatter between the mortar's compressive strength obtained from specimens of varying sizes and shapes. According to ASTM C780⁴, the compressive strength of cylindrical specimens is close to 85% of the compressive strength of 5.08 cm cubic specimens. Studies developed by Parsekian et al.⁹ obtained, for mortars with compressive strength in the range of 4 MPa to 12 MPa, ratios of 1.31 to 1.73 between the compressive strength of prism halves specimens and the compressive strength of (5x10) cm cylindrical specimens. Pinheiro¹⁰ also studied mortars with compressive strength in the range of 4 to 12 MPa, and observed that cylindrical specimens presented a compressive strength of 22 to 46% lower than the compressive strength of prism halves specimens. However, the same author pointed out an inverse behavior for mortars with compressive strength greater than the mentioned range: cylindrical specimens had compressive strength of 1% to 26% greater than cubic specimens. Lima¹¹ also verified in his studies that cubic specimens sometimes had a lower compressive strength than cylindrical ones. At other times, their compressive strength was higher.

2. Materials and Methods

Five mortar compositions with estimated compressive strengths in the range of 5 to 20 MPa were defined. Mortar specimens were produced with the Brazilian Portland cement CP II E-32, produced by Tupi S.A.; hydrated lime CHIII Supercal, produced by Ical; and natural and quartzite sand from Porto Firme, Minas Gerais, Brazil. Cement, lime, and sand basic parameters were determined according to the Brazilian standards^12-23 and presented in Table 1, 2, and 3, respectively.

Table 1
Portland cement properties.

Property		Value		Test Method
Density		2.95 kg/dm3		ABNT NBR NM 23 12
Fineness		4.00%		ABNT NBR 1157913
Setting times	Initial	2h30min		ABNT NBR NM 6514
	Final	3h55min
Soundness	Cold	0 mm		ABNT NBR 1158215
	Hot	0 mm
Compressive strength	3th day test	26.9 MPa	C.V.* = 1.41 %	ABNT NBR 721516
	7th day test	32.2 MPa	C.V.* = 1.42 %
	28th day test	34.5MPa	C.V.* = 0.54 %

• ^*
  C.V.: Coefficient of variation (%)

Table 2
Hydrated lime properties.

Property	Value	Test Method
Density	2.32 kg/dm3	ABNT NBR NM 2312
Water retention	>70%	ABNT NBR 929017
Non-hydrated oxides	0%	ABNT NBR 647318
Carbonic anhydride	< 10%
Total oxides	> 90%

Table 3
Sand properties.

Property	Value	Test Method
Maximum diameter	4.8 mm	ABNT NBR NM 24819
Fineness modulus	2.79
Bulk specific gravity	2.65 kg/dm3	ABNT NBR NM 5220
Unit weight	1.40 kg/dm3	ABNT NBR NM 4521
Material finer than 75 µm sieve	0.90%	ABNT NBR NM 4622
Water absorption	0.80%	ABNT NBR NM 3023

Each mortar composition was produced in large volumes, in order to simulate site conditions, and used to bind structural masonry concrete blocks. At first, sand and lime were mechanically mixed with 90% of the total amount of water, during five minutes. A 120 L mortar mixer was used to mix the ingredients at a constant mixing speed of 30 rpm. After letting the mixture mature for approximately 24 hours, water losses were compensated, and cement and the remaining amount of water were added. A further mixture was made. Finally, the mortar's consistence index was determined according to ABNT NBR 13276:2016 - Mortars applied on walls and ceilings - Determination of the consistence index²⁴.

Table 4 shows the different mortar compositions and some environmental conditions measured during their production. It also presents their consistence indexes, which are close to the recommended range for structural masonry's mortar: (230 ± 10) mm.

Table 4
Mortar compositions and environmental conditions during its production.

Mortar	PC : lime : sand (mass)	Water/ cement ratio	Humidity	Temperature	Flow (mm)
			(%)	(ºC)	D1	D2	D3	Mean
T1	1.00 : 0.45 : 7.48	1.49	70	26.1	218	216	221	218
T2	1.00 : 1.32 : 6.06	1.43	79	20.0	223	225	229	226
T3	1.00 : 0.32 : 5.25	1.07	79	26.0	212	210	215	212
T4	1.00 : 0.88 : 4.49	1.14	71	19.0	235	240	244	240
T5	1.00 : 0.20 : 3.39	0.74	72	26.3	230	233	228	231

For each mortar composition, the most used specimens' shape and sizes were produced:

• six (4 x 4 x 16) cm prismatic specimens. The mold was filled in two layers. After placing each layer, the mold was placed on the flow table, which dropped 30 times within a period of 30 seconds.

• four (5 x 10) cm cylindrical specimens. The mold was filled in four layers. For consolidation, the rod penetrated through each layer 30 times.

• four (10 x 20) cm cylindrical specimens. A 10 seconds vibration time was applied to consolidate the mortar in the molds.

All of the specimens were subjected to a similar curing process, in a moist room at a temperature of (23 ± 2)ºC and relative humidity of 95%. Initially, they were left inside their molds during two days. After that, they were demolded and allowed to cure in air during 26 days. After this period of time, the following tests were performed:

1. Flexural strength test: in order to determine the indirect tensile strength of the mortar, load was applied to the (4 x 4 x 16) cm prism specimens as shown in Figure 1, until its rupture. This method is prescribed by ABNT NBR 13279:2005¹.

   Figure 1
   Flexural and compressive strength tests with (4 x 4 x 16) cm prism specimens.
   

2. Compressive strength test with prism halves specimens: each half of the prismatic specimen was placed between two (4 x 4 x 1) cm steel plates, as shown in Figure 1. The compressive load was increased at a rate of 550 N/s, until the rupture. The maximum supported load was used to calculate the compressive strength of the material. When discussing the results, the value obtained was considered the compressive strength of a 4.0 cm cubic specimen, based on the dimensions of the steel plates used.

3. Compressive strength test with cylindrical specimens: (5 x 10) cm and (10 x 20) cm sulfur-capped cylindrical specimens were subjected to the uniaxial compression test in the EMIC press, PC 200 C series, equipped with an oscillating top plate. The loading rate was around 0.30 MPa/s.

4. Static modulus of elasticity of cylindrical specimens: an uniaxial load was applied to the (5 x 10) cm and (10 x 20) cm sulfur-capped cylindrical specimens in the EMIC press, PC 200 C series, as shown in Figure 2. The applied load was recorded by load cells of the testing machine. The longitudinal strain of the specimens was measured by EMIC clip gauges. An automated test method performed loading and unloading cycles according to the procedures described by ABNT NBR 8522:2008⁵. The modulus of elasticity was calculated between the points of compressive stress of 0.5 MPa and 30% of the ultimate stress.

   Figure 2
   Determination of compressive strength and modulus of elasticity of cylindrical specimens.
   

3. Results and Discussion

Tables 5, 6, and 7 present the results of the mechanical characterization tests of the different kinds of mortars specimens.

Table 5
Results of (4 x 4 x 16) cm prism specimens.

Mortar	Indirect tensile strength ft				Compressive strength fc
	Number of specimens	ft average (MPa)	Standard deviation (MPa)	Coefficient of variation (%)	Number of specimens	fc average (MPa)	Standard deviation (MPa)	Coefficient of variation (%)
T1	6	1.7	0.15	9.12	12	5.9	0.41	6.85
T2	6	2. 6	0.01	0.15	12	7.0	0.42	6.11
T3	6	3.0	0.33	10.74	12	9.4	0.91	9.76
T4	6	2.9	0.32	11.11	12	10.4	0.31	2.93
T5	6	4.8	0.37	7.70	12	17.1	1.18	6.90

Table 6
Results of (5 x 10) cm cylindrical specimens.

Mortar	Compressive strength fc				Static modulus of elasticity Em
	Number of specimens	fc average (MPa)	Standard deviation (MPa)	Coefficient of variation (%)	Number of specimens	Em average (GPa)	Standard deviation (GPa)	Coefficient of variation (%)
T1	3	5.8	0.10	1.70	3	9.5	0.60	6.38
T2	3	7.1	0.31	4.29	3	12.1	2.44	20.12
T3	3	11.1	0.86	7.75	3	14.0	0.37	2.65
T4	3	12.2	0.55	4.53	3	14.2	0.75	5.24
T5	3	20.7	0.73	3.55	3	19.4	0.42	2.18

Table 7
Results of (10 x 20) cm cylindrical specimens.

Mortar	Compressive strength fc				Static modulus of elasticity Em
	Number of specimens	fc average (MPa)	Standard deviation (MPa)	Coefficient of variation (%)	Number of specimens	Em average (GPa)	Standard deviation (GPa)	Coefficient of variation (%)
T1	3	4.8	0.03	0.68	3	9.6	0.77	8.02
T3	3	10.8	0.89	8.21	3	15.2	0.20	1.33
T5	3	17.3	0.75	4.35	3	18.9	0.86	4.54

The reduction in the compressive strength with the increase of the water/cement ratio was slightly different for each kind of specimen. Experimental results allowed the construction of curves and equations that represent a good correlation between mortar's compressive strength and water/cement ratio. Figure 3 shows these curves, equations, and their corresponding coefficient of determination R² for the different types of specimens tested. The experimental data strongly fit the defined curves, so the correlation coefficient was very close to 1.0 in all of the cases.

Figure 3
Curves of compressive strength - water/cement ratio for different kinds of specimen, for mortars with compressive strength in the range of 5 to 20 MPa.

Experimental results show that for any kind of mortar composition, the compressive strength of (5 x 10) cm cylindrical specimens exceeded the compressive strength of (10 x 20) cm cylindrical specimens. For high strength mortars, the compressive strengths of cubic and (10 x 20) cm cylindrical specimens were pretty close, as also observed by Schmidt⁸. However, for weaker mortars, the cylindrical specimens showed compressive strength closer to the compressive strength obtained for the cubic ones.

On the other hand, the relationship between the compressive strength of (5 x 10) cm cylindrical and cubic specimens was very similar to the behavior found by Matthys and Singh⁷, for mortars produced at the construction site and subjected to air-dry curing in the laboratory, which was the same process developed in the experimental program performed in this research. In this case, cylindrical specimens presented a compressive strength greater than the cubic ones.

Figure 4 presents correlations between the compressive strengths obtained for different shapes and sizes of specimen. A simple linear regression proved to be effective in each established correlation. The obtained correlations coefficients are pretty close to 1.0, which shows a strong positive linear correlation between the parameters.

Figure 4
Correlations between compressive strength of specimens of different shapes and sizes.

Figure 5 presents correlations between the compressive strength and the static modulus of elasticity of the cylindrical specimens. It also shows a correlation between the modulus of elasticity determined for the two kinds of cylindrical specimens. A simple linear regression was the most adequate correlation, since the coefficients of determination are again very close to 1.0. Very similar curves were obtained for the different sizes of specimens. This behavior is in agreement with that observed by Brooks²⁵: the size of the specimen does not affect its modulus of elasticity.

Figure 5
Correlations between compressive strength and modulus of elasticity of cylindrical specimens of different sizes.

4. Conclusions

The compressive strength of cubic specimens was higher than the compressive strength of (10 x 20) cm cylindrical specimens and lower than the compressive strength of (5 x 10) cm cylindrical ones. The dimensions of the cylindrical specimens greatly influenced their compressive strength, which was larger for those of dimensions (5 x 10) cm, but did not affect the static modulus of elasticity of the material. Based on the large discrepancy of results available in the literature regarding this subject, the present work contributed to the optimization of the technological control of mixed cement-lime mortars, when analyzing the effect of different shapes and sizes of specimens in the determination of mortar's compressive strength and modulus of elasticity, establishing correlations between the results, and comparing them with those obtained by different authors.

5. Acknowledgements

The authors thank the Brazilian agencies: National Counsel of Technological and Scientific Development (CNPq), Coordination for the Improvement of Higher Education Personnel (CAPES) and Research Support Foundation of Minas Gerais (FAPEMIG) for the support provided to this study.

6. References

• ¹
  Brazilian Association of Technical Norms (ABNT). NBR 13279 - Mortar - Determination of the compressive strength in the hardened stage - Method of test Rio de Janeiro: ABNT; 2005.
• ²
  European Committee for Standardization. CEN EN 1015 - Methods of Test for Mortar for Masonry - Part 11: Determination of flexural and compressive strength of hardened mortar Brussels: European Committee for Standardization; 2007.
• ³
  ASTM International. ASTM C109 / C109M-16a - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or [50-mm] Cube Specimens) West Conshohocken: ASTM International; 2016.
• ⁴
  ASTM International. ASTM C780-15a - Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry West Conshohocken: ASTM International; 2015.
• ⁵
  Brazilian Association of Technical Norms (ABNT). NBR 8522 - Concrete - Determination of the static elasticity and deformation modulus Rio de Janeiro: ABNT; 2008.
• ⁶
  Brazilian Association of Technical Norms (ABNT). NBR 15630 - Mortars applied on walls and ceilings - Determination of the elasticity modulus by the ultrasonic wave propagation Rio de Janeiro: ABNT; 2008.
• ⁷
  Matthys JH, Singh R. Experimental Investigation of Mortar Compressive Strength Using 5.08 cm Cubes and 7.62 cm x 15.24 cm Cylinders. In: Matthys JH, ed. Masonry: Components to Assemblages Philadelphia: ASTM; 1990. p. 194-205.
• ⁸
  Schmidt S, Brown ML, Tate R. Quality Control of Mortars: Cubes vs. Cylinders. In: Matthys JH, ed. Masonry: Components to Assemblages Philadelphia: ASTM STP 1063, 1990. p. 147-163.
• ⁹
  Parsekian GA, Fonseca FS, Pinheiro GL, Camacho JS. Properties of Mortar Using Cubes, Prism Halves, and Cylinder Specimens. Materials Journal 2014;111(4):443-454.
• ¹⁰
  Pinheiro GL. Propriedades de argamassas para alvenaria estrutural: estudo de caso e experimental [Completion of Coursework]. São Carlos: Universidade Federal de São Carlos; 2011. 83 f.
• ¹¹
  Lima JS. Análise da influência do capeamento e da geometria de corpos-de-prova na resistência à compressão de argamassas [Completion of Coursework]. Caruaru: Universidade Federal de Pernambuco; 2013. 58 f.
• ¹²
  Brazilian Association of Technical Norms (ABNT). NBR NM 23 - Portland cement and other powdered material - Determination of density Rio de Janeiro: ABNT; 2000.
• ¹³
  Brazilian Association of Technical Norms (ABNT). NBR 11579 - Portland cement - Determination of fineness by the 75 µm (nº 200) sieve - Method of test Rio de Janeiro: ABNT; 2013.
• ¹⁴
  Brazilian Association of Technical Norms (ABNT). NBR NM 65 - Portland cement - Determination of setting times Rio de Janeiro: ABNT; 2003.
• ¹⁵
  Brazilian Association of Technical Norms (ABNT). NBR 11582 - Portland cement - Determination of soundness by the Le Chatelier method - Method of test Rio de Janeiro: ABNT; 2012.
• ¹⁶
  Brazilian Association of Technical Norms (ABNT). NBR 7215 - Portland cement - Determination of compressive strength Rio de Janeiro: ABNT; 1996. Corrected version: 1997.
• ¹⁷
  Brazilian Association of Technical Norms (ABNT). NBR 9290 - Hydrated lime for mortars - Determination of water retention - Method of test Rio de Janeiro: ABNT; 1996.
• ¹⁸
  Brazilian Association of Technical Norms (ABNT). NBR 6473 - Caustic lime and hydrated lime - Chemical analysis Rio de Janeiro: ABNT; 2003.
• ¹⁹
  Brazilian Association of Technical Norms (ABNT). NBR NM 248 - Aggregates - Sieve analysis of fine and coarse aggregates Rio de Janeiro: ABNT; 2003.
• ²⁰
  Brazilian Association of Technical Norms (ABNT). NBR NM 52 - Fine aggregate - Determination of the bulk specific gravity and apparent specific gravity Rio de Janeiro: ABNT; 2002.
• ²¹
  Brazilian Association of Technical Norms (ABNT). NBR NM 45 - Aggregates - Determination of the unit weight and air-void contents Rio de Janeiro: ABNT; 2006.
• ²²
  Brazilian Association of Technical Norms (ABNT). NBR NM 46 - Aggregates - Determination of material finer than 75 µm sieve by washing Rio de Janeiro: ABNT; 2003.
• ²³
  Brazilian Association of Technical Norms (ABNT). NBR NM 30 - Fine aggregate - Test method for water absorption Rio de Janeiro: ABNT; 2001.
• ²⁴
  Brazilian Association of Technical Norms (ABNT). NBR 13276 - Preparation of mortar for unit masonry and rendering with standard consistence index Rio de Janeiro: ABNT; 2005.
• ²⁵
  Brooks JJ. Concrete and Masonry Movements 1^st ed. Oxford: Butterworth Heinemann; 2015. 599 p.

Publication Dates

• Publication in this collection
  22 Jan 2018
• Date of issue
  2017

History

• Received
  12 Dec 2016
• Reviewed
  20 Nov 2017
• Accepted
  11 Dec 2017