Strengthening of Infrastructures Using Fiber-Reinforced PolymerView this Special Issue
Failure Mechanisms of Structural Bamboo Using Microstructural Analyses
Bamboo is deemed an emerging constructional material with promising application projections due to the reliable natural properties and advantageous structural characteristics. However, there is a lack of systematic studies on the mechanical characteristics of the bamboo species from a microstructural scale. Hence, this paper investigated the primary mechanical properties of the bamboo specimens (Dendrocalamus asper) with further microstructural analysis on the bamboo failure. The direct tensile strength of bamboo specimens was about 226.45 MPa, while the final splitting tensile modulus was found to be 2.88 MPa. Microstructural characterisation of the failed tensile specimens indicates that fibre debonding is the main failure mechanism under tensile conditions. On the other hand, splitting and end bearing failure were found on compression test specimens. In addition, nanoindentation tests were carried out on different cell structures to articulate the hardness and Young’s modulus. The elastic modulus of the fibre cell walls is three times that of the parenchyma cell walls, yet the hardness values are comparable. This confirms that the specimen failure of previous macromechanical testing is due to crack propagation along the parenchyma cells, instead of the cell walls. Based on the experimental studies discussed in this paper, the conclusion can convey a positive message regarding the ability of bamboo as a primary sustainable substitute for conventional construction materials.
The unfavourable increase in global warming and the rising planetary temperature are partially caused by the production of construction constituents, which accounts for up to 47% of carbon emissions . Crucial depletion of forests prerequisites for construction of nonwooden constituents to meet the vast demand for engineering materials is acting as a further impediment to carbon emission reduction . In the spirit of sustainability intertwined with a sense of urgency, construction engineering is progressively headed towards utilising sustainable resources through raw materials direct application in building, to reduce waste and pollution caused by the conventional construction constituents’ production [3, 4]. An emerging research trend that has caught considerable attention is the usage of bamboo as a sustainable substitute to conventional construction material . This research fame can be ultimately attributed to the bamboo’s high tensile strength, lightweight, flexibility, and appealing aesthetics and most importantly the fast-growing mechanism which automatically categorises it as a desirable renewable source . The resources of the bamboo in all species and types are quite common and rich around the globe with widespread plantation grounds globally. Though, the presence is predominant in the Far East, where 65% of the species exist and thrive. This gives Asian nations a peculiar opportunity to further develop the construction sector through sustainable usage of the bamboo present abundantly . To pin a constructively comparative argument against bamboo and to highlight bamboo sustainable superiority, timber can be utilised as a comparison counterpart due to their similar utilisation purposes in building and construction. To begin with, the growing phase of bamboo species is considerably shorter than timber; normally, bamboo species might be harvested within 4 to 6 years . It is anticipated that the bamboo can yield up to 50 m3 per hectare/year, whereas timber can produce 2.3 to 10 m3/year . The mechanical properties of the bamboo species are deemed to be equivalent to the timber and far superior to soft wood in terms of tensile, flexural, and compressive strengths. Though, bamboo species lucratively consumes less energy than conventional construction materials like cement, steel, and concrete [10–12]. Hence, bamboo species are gaining considerable attention in the infrastructure construction and numerous other applications due to favourable biological composition, environmental adaptability in certain applications, and most importantly eco-friendly characteristics [13–15].
Bamboo is a natural resource with significant mechanical properties. This lucrative attribute was likely due to the “cellulose,” a main component of bamboo. It was also discovered that bamboo behaved well in buckling due to the maximum energy absorption at the joints. As a result, the failure rate of bamboo in seismic zones is very low [16, 17]. The effect of humidity on the mechanical characteristic of bamboo specimens has been examined at the macroscopic and cellular stages [18, 19]. Research showed that humidity could lead to a greater level of ductility  whereas the compressive strength and longitudinal shear were extensively decreased .
However, the bamboo species has several technical challenges such as geometric and mechanical inconsistency along the longitudinal section [22, 23]. The bamboo was facing natural resistance deterioration in less than 24 months , and it was normally decaying in about 4 years if applied outdoor without any treatment [25, 26]. Furthermore, the bamboo species tend to show sideways grain splitting owing to lopsided shrinkage throughout natural seasoning .
An all-in-one study that compressively combines the structural characteristics and microstructural investigation of the bamboo specimen has been scarcely attempted. Hence, to solve existing drawbacks in modern bamboo structural engineering research, an efficient and comprehensive base experimental study on the structural characteristics of the bamboo specimens and the microstructural investigation into the failure mechanism could be lucratively presented for a better and general overview understanding of the performance of the bamboo species fibres, to ultimately lead further expansion of this futuristic research field in construction and materials sustainability.
2. Materials and Methods
2.1. Specimen Selection
Dendrocalamus asper was the bamboo species investigated. It is an extremely tough plant indigenous to Southeast Asia that grows as tall canes with long straight portions reaching 65 to 100 feet in height and a diameter of 3 to 8 inches.
It is also commonly termed as betung or giant bamboo. It is a massive, densely clumping tropical and subtropical plant. The bamboo culm is composed of timber and is used to build massive structures such as bridges and houses in local regions where it is present. Laminated boards, furniture, musical instruments, chopsticks, household objects, and handicrafts are all made from this bamboo. Young shoots are sweet and edible and are frequently eaten as a vegetable and used in local .
2.2. Specimen Preparation
The bamboo culms were cut into suitable size portions prior to testing, according to the tests mentioned in Table 1.
Multilateral testing approaches were carried out on the specified bamboo specimens to adhere to the goals of this research. The mechanical, or physical, characteristics of the specimen were evaluated, and a deep dive into the role of the microstructure on these evaluations was carried out to appropriately assess bamboo specimen suitability as a sustainable construction alternative. This all-in-one inclusive mechanical and microstructural testing and analyses will serve as the base for future bamboo studies and research in the constructional realm.
2.3.1. Microstructural Study
The microstructural analysis of the specimens was conducted through the utilisation of a simplistic handheld mobile microscope and a more sophisticated Field Emission Scanning Electron Microscope (FESEM). The handheld microscope comprised a 5M pixel image sensor and a high-quality microscopic lens with 3-inch thin-film-transistor (TFT) panel. The maximum magnification of the microscope is 500X. It was employed to assess the fracture of the bamboo species on a microscopic level.
Further topography investigation was done through FESEM analysis. It was operated to visualise topographic bamboo surface details at a nanoscale level by shooting electrons from a field emission source and accelerating them in a high electrical field gradient. Hence, the FESEM imaging was adopted in order to study the fibre arrangement and orientation and the critical failure mode of the bamboo species. Meanwhile, Energy Dispersive X-Ray Spectroscopy (EDX) has been executed as well to study the constituent element of the bamboo species.
2.3.2. Direct Tensile Test
The direct tensile test was conducted using the Shimadzu UH-50A tensile testing machine, which is capable of exerting a maximum load capacity of 270 kN. The test was carried out in accordance with ASTM D143-94 . The test was operated under controlled displacement with a pacing rate of 10 mm/min. The direct tensile strength of the specimens was computed by the direct application ofwhere F is the tensile load at failure (kN), is the width of bamboo specimen (mm), and t is the thickness of bamboo specimen strip (mm).
2.3.3. Compression Test
The compression test was performed using ADR-Auto V2.0 3000 compression machine with a maximum load capacity of 3000 kN. The test was carried out in accordance with BS EN 12390 .
The hollow cylindrical bamboo specimens were compressively tested parallel to the grain boundaries along the longitudinal direction, with a controlled load pace rate of nearly 3.0 kN/s until specimen failure.
2.3.4. Elastic Modulus Test
The elastic modulus ratio can be attained through a compression test using the Universal Instron-600 testing machine. The experiments were executed in accordance with ASTM C469-10  under a modified pace rate. The modified test was processed under a displacement-controlled pacing rate of 0.5 mm/min. The practical elastic modulus value was computed through methodically plotting the stress-strain graph relationship.
2.3.5. Splitting Tensile Test
The splitting tensile test of the specimens was computed in accordance with the ASTM C496/C496M-11  under a modified pace rate. The Universal Instron-600 machine was utilised as a displacement-controlled test apparatus. The pacing rate was revised and fixed to 0.1 mm/min until the failure of the specimens. The maximum load that can be withstood by the specimens was captured, and the splitting tensile strength was evaluated throughwhere F is the compressive load at failure, D1 is the outer diameter of bamboo specimen, and L is the length of specimen.
2.3.6. Flexural Strength Test
The flexural strength test of the specimens is a destructive test in nature, and it is implemented to determine the flexibility of the targeted material. The tests were conducted in accordance with ASTM C78-10 . The specimen’s length was 500 mm, which was tested with a loading rate of 0.067 kN/s. The span length from the support to loading point was 100 mm. The flexural strength of the specimen was assessed usingwhere F is the load at fracture point, L is the length between the supports, D1 is the outer diameter, and D2 is the inner diameter of the bamboo specimen.
2.3.7. Nanoindentation Test
Nanoindentation was created to evaluate the mechanical characteristics at extremely small sizes; however, its application to highly heterogeneous materials has offered much fresh understanding about the morphology of elementary particles, due to indentation analysis methods based on micromechanics that relate mechanical characteristics to microstructure and component properties . The load and indentation depth are continually recorded during a nanoindentation test from loading to unloading. Based on the most widely accepted approach proposed by Oliver and Pharr , hardness and elastic modulus can be derived from the pure elastic unloading segment of the load-depth trace. A nanoindenter was used to evaluate the samples’ nanomechanical characteristics (Hysitron TI 750L Ubi™). To acquire their average nanohardness values, load-controlled nanoindentation experiments were performed on each IMC layer of the cross-sectioned samples. The maximum load was 2000 µN, and the loading rate used was 200 µN/s.
Equation (4) can visualise how reduced elastic modulus Er can be calculated theoretically. Equations (5) and (6) can then be used to compute the MOE and hardness of materials:where Ei and are the elastic modulus and Poisson ratio of the tips, respectively. Ei is 1141 GPa for diamond tips, while is 0.07. E and are the elastic modulus and Poisson ratio of samples, respectively. Despite the fact that there is currently no experimental data on for the cell wall of bamboo or wood fibres, a value of 0.22 was used as the Poisson ratio of bamboo fibres based on a study by Yu et al.  that used the probable average of a series of comparative research investigations of materials that have similar properties to bamboo.
3. Results and Discussion
3.1. Compositional Analysis (EDX Test)
The Energy Dispersive X-Ray Spectroscopy (EDX) has been carried out to determine the constituent components of the bamboo specimen. It was discovered that the specimen comprised carbon as a major constituent from 45.9% to 77.4% of the total weightage, followed by the oxygen (O) component from 22.52% to 49.6% of the total weightage. Besides, the nitrogen (N) element has also significant constituent percentage from 3.0% to 13.2% of the total weightage. Figure 1 exhibits a representative EDX spectrum, showing the constituent components in the bamboo specimen.
3.2. Direct Tensile Strength
One of the outstanding features of the bamboo specimen used as a structural material is that it has prominent direct tensile strength, as compared with the conventional materials used in conventional structures i.e., concrete and steel. For concrete, its tensile strength is only about one-tenth of its compressive strength, in the range of 1.5–9 MPa. However, for the case of bamboo, the tensile strength was recorded as about 226.45 MPa, which can be relatively comparable to the tensile strength (250 MPa) of structural steel as stated in ASTM A-36 . The direct tensile failure of the tested bamboo specimens is demonstrated in Figure 2. It can be clearly seen that the plane failure has occurred along the bamboo strips, and the debonding of fibre along the longitudinal direction and fracture across the bamboo strips are depicted in Figure 2. However, there are yet several strong and long fibres that were unbroken under the recorded tensile strength earlier. In another similar report, Paraskeva et al.  achieved about 212.85 MPa tensile strength of the bamboo specimen tested.
3.3. Splitting Tensile Strength
Concrete, as a conventional construction material, is deemed an isotropic homogeneous structural material. This means that the direct tensile strength is an indicator of the splitting tensile strength as well. On the other hand, bamboo is rather considered quite the opposite, a nonisotropic homogenous material. Hence, the directional tensile strength between the longitudinal and lateral directions might vary.
The crack propagation of bamboo under splitting loading can be sought out through stress-strain curve. From the stress-strain curve of the bamboo specimen (Figure 3), three typical drops have been observed in the curve. The first drop in the curve represents the crack initiating. Subsequently, the second drop indicates the merging of the microcracks, and the final drop signifies the final merging of the longitudinal cracks, causing the ultimate failure of the specimen and indicating the maximum splitting tensile strength. The splitting tensile strength of the bamboo specimen was found out to be 0.055 MPa through elaborate visualisation of the graph shown in Figure 3. The splitting tensile strength is considerably lower than the direct tensile strength of the specimen. The substantial deviation of the two directional tensile strengths can be pinpointed towards the fibre arrangement of the bamboo specimens. Bamboo fibre naturally runs in longitudinal direction. In the earlier direct tensile strength test, the individual fibres were broken. On the other hand, in the splitting tensile strength test, the fibres were splitting from fibre matrix as shown in the optical microscope image (Figure 4). The final splitting tensile modulus achieved was about 2.88 MPa, considerably lower than the direct tensile modulus of about 3.96 GPa.
3.4. Tensile Failure Mechanism
Specimen failure under tensile force could be due to crack propagation across the cross-section being more constricted by the resilient strength of the fibres, as a tension failure mode of bamboo needs to undergo two modes of failure under the same plane failure mechanism, i.e., along the longitudinal direction and the transverse direction.
The proposed mechanism of fibre debonding along the longitudinal direction and fracture across the bamboo strips is depicted in Figure 5. It was understood that it was the weaker interfacial bonding between the parenchyma cells that allowed the propagation of the cracks. When the cracks were encountered by the lengthy strong bundles of fibre, then the propagation diverged almost 90° along the fibres as illustrated in Figure 5. The fibre was very strong under tensile forces, and the cracks were unlikely to cut it crossways. It is uncommon for the fibres to break unless extremely high energy is introduced. The FESEM micrograph of bamboo specimens failed under tension (Figure 6), further confirming that fibre debonding or pull-out was more likely to occur, specifically at the inner weaker zone due to low density of fibres.
3.5. Compressive Strength
The maximum compressive strength of the bamboo specimens at a room moisture content at room conditions was 44.3 MPa according to the experimental compressive stress-strain graph shown in Figure 7. The compressive stress increases almost linearly until it reached the specimen’s maximum ultimate compressive stress, after which it progressively decreased, indicating the specimen’s compressive failure. It can be said that it is on par with the compressive strength of a standard constructional concrete material. The compressive failure modes of the specimens are exhibited in Figure 8. The microscopic view of the compressive failure mode has revealed fibre detachment near the surface of the culm. Further investigation showed two types of failure modes occurring during the compression test of the specimens, i.e., splitting and end bearing failure. The splitting failure appeared due to the distinctive splitting cracks initiated along the specimen’s culms. This phenomenon might be due to the low moisture content, which was 11.1% at room temperature. It is usually the moisture content of the specimen that determines the type of compressive failure at hand. With high moisture content, specimens showed a failure in the end bearing. On the other hand, specimens with low moisture content showed a failure in fibre splitting .
3.6. Compression Test Failure Mechanism
The compression failure of bamboo specimens was essential to identify individual plane failure mechanism, which was along the longitudinal direction of the specimen’s culm. This mechanism was caused by the splitting behaviour of the specimens in the compression test as demonstrated in Figure 8. Furthermore, it was also shown that the plane failure mechanism was initiated either along the bamboo fibres debonding or along the parenchyma cells as shown in Figures 9(a) and 9(b).
Through the FESEM microscopic view of the longitudinal cross-section of the bamboo specimen, it was notably seen that the specimen constitutes some sponge-like structure as shown in the highlighted area in Figure 10(a). The sponge-like structures of the parenchyma cells project weaker spots in the topography shown, and according to previous tests, the parenchyma cells can be labelled as a noncontributor to the strength of the specimen. However, Schott  showed that these cells might serve as some sort of shock absorbers and contribute to the stiffness against bending. It was clarified that when the axial compression was enduring on the specimen, the fibre was robust enough to resist the stress with the help of the spongy parenchyma cells that were able to deform. Hence, the longitudinal weaker plane was likely to be developed, causing the bamboo culm to split. The tensile force was unlikely to be involved in the pull-out behaviour of the fibre as well as cracks across the section. Since the interfacial bonding in between the cells or fibres was weaker, lower energy was required for debonding causing the failure of the specimen. The spongy cells were composed of tiny holes which ranged from 0.8 to 2.0 μm as revealed in Figure 10(b). This might further reduce the surface bonding area and increase the ease of failure plane mechanism, leading to medium strength of the specimen in the context of compression, which showed that either fibre debonding or plane fracture mechanism would usually occur due to the compression failure of the specimen.
3.7. Elastic Modulus
The elastic modulus precisely represents the stiffness of the material. In this case, the elastic modulus value was deduced from the compressive stress-strain curve (Figure 9), being about 7.98 GPa. It was slightly higher than that of the Phyllostachys pubescens specimens (7.80 GPa) but lower than that of the Bambusa pervariabilis specimens (9.30 GPa) . Comparatively discussing the bamboo specimen with concrete in terms of elastic modulus, we consider the former to be of a low elastic modulus level as the average elastic modulus for concrete is more than 20 GPa .
3.8. Flexural Strength
The ultimate attained flexural strength of the bamboo specimens was 9.42 MPa, as the specimen reached the maximum flexural recorded experimental load of 2.72 kN. The method employed in this experiment was modified based on the concrete prism bending test, and the specimen length was not enough for the usual bending test. Hence, the splitting failure mode was observed due to the specimens split into two halves as shown in Figure 11(a). Observations throughout the test duration show that the cracks initiated at the side of the upper and lower half and propagated along the same direction as the fibres. FESEM characterisations of the failed flexural specimen further justified the fact that fibre debonding takes place along the direction of crack propagation (Figure 11(b)).
3.9. Flexural Test Failure Mechanism
From the microstructural investigation, it was found that the failure of the specimens in the flexural test was mainly attributed to the splitting behaviour amongst the fibres, because of the weakness of the fibre matrix that has an adhesive effect amongst the fibres.
Fibre breaking was not the real cause of the failure of the specimen, but rather the length of the specimen was not adequate enough in the modified flexural test, which might not have been caused by the critical bending. Therefore, the flexural strength of the specimen was significantly lower than the tensile strength.
However, it was found out that when the fibre was being torn off from the other fibres, the outermost layer of the fibre was unable to endure the extreme pressure and caused fibres breakage as shown in Figure 11. The single layer of fibre was made of many layers of microfibrils which were arranged in different fibrillar orientations as known from the investigation of the specimen. This polylamellate structure does not exist in the cell walls of fibres or tracheid of normal wood.
A diamond nanoindenter tip was utilised to scan and locate a bamboo fibre cell wall in this study, and then the indenter tip was placed on the cell wall in situ to conduct nanoindentation testing. On the cross-sectional of bamboo fibres, a series of nanoindentation tests with varying indentation loads were made. Figure 12 shows the intended nanoindentation location of the fibre cell wall and the AFM image of the after-indentation effect on a microscopic level. The hardness and elastic modulus of nanoindentation reported here are the average of several nanograins tested. There were no fissures at the corners of these indents, and this indicates that the nanograin formations in the specimens are well bonded. It can be inferred that the bamboo fibre cell wall is a ductile material. The cell wall’s nanoindentation hardness and elastic modulus were found to be 0.35 ± 0.08 GPa and 16.08 ± 2.00 GPa, respectively. These results are considerably consistent with those reported by other researchers .
Nanoindentation studies were also performed on the parenchyma cell wall of the bamboo specimen as shown in Figure 13. The hardness and elastic modulus values of bamboo fibre cell walls and parenchyma cell walls are tabulated in Table 2. The elastic modulus of the fibre cell walls is three times that of the parenchyma cell walls, yet the hardness values are comparable. Fibres act as reinforcements for matrix-parenchyma cells in bamboo. Bamboo fibres contribute mostly to the stiffness (toughness) of bamboo culms, according to the rule of combination for composite materials. The results of the nanoindentation correlate with previous compression test failure mechanism results discussed in Section 3.6, which confirms that crack propagation takes place prevalently along the parenchyma cells, instead of the cell walls.
The aim of this research was to examine the structural and microstructural characteristics of the Dendrocalamus asper bamboo. As a result of this investigation, the significant novel findings of the structural and microstructural characteristics of bamboo specimens are as follows:(i)Dendrocalamus asper bamboo can be a good constructional material as it possesses excellent structural properties such as tension strength of 226.45 MPa and compressive strength of 44.3 MPa. The direct tensile strength of bamboo was reported to be comparable to mild steel.(ii)The modulus of elasticity under the compression and tension was about 7.98 GPa and 3.96 GPa, respectively.(iii)In tensile testing, Dendrocalamus asper bamboo showed plane failure as tensile failure mechanism due to the strong fibre and parenchyma cells which contributed to the fracture toughness.(iv)The tensile strength of the bamboo was remarkably high as energy consumption was needed for two modes of failure under the same plane failure mechanism to occur, i.e., along the longitudinal direction and the transverse direction.(v)The compressive strength of bamboo was 44.3 MPa, which correlates to a medium-to-high compressive strength comparable to that of conventional construction materials, as energy consumption was only needed for one mode of failure, i.e., along the longitudinal direction.(vi)The critical failure path of bamboo was along the interface of the parenchyma cells or fibres during compressive strength testing.(vii)Bamboo fibres with nanograin structures are ductile in nature. The cell wall’s nanoindentation hardness and elastic modulus were found to be 0.35 ± 0.08 GPa and 16.08 ± 2.0 GPa, respectively.
The data can be made available on request through the corresponding authors.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
This project was supported by the Deanship of Scientific Research at Prince Sattam Bin Abdulaziz University under the research project number 16794/01/2020 and Universiti Malaya Faculty Research Grant (GPF) 2019 under the project GPF008A-2019 (Development of Green and Space-Efficient Low-Cost Structures from Renewable Materials).
J. Xie, J. Qi, T. Hu, C. F. De Hoop, C. Y. Hse, and T. F. Shupe, “Effect of fabricated density and bamboo species on physical-mechanical properties of bamboo fiber bundle reinforced composites,” Journal of Materials Science, vol. 51, no. 16, pp. 7480–7490, 2016.View at: Publisher Site | Google Scholar
J. Vogtländer, P. Van Der Lugt, and H. Brezet, “The sustainability of bamboo products for local and Western European applications. LCAs and land-use,” Journal of Cleaner Production, vol. 18, pp. 1260–1269, 2010.View at: Google Scholar
M. Kamruzzaman, S. Saha, A. Bose, and M. Islam, “Effects of age and height on physical and mechanical properties of bamboo,” Journal of Tropical Forest Science, vol. 20, pp. 211–217, 2008.View at: Google Scholar
Y. Xiao, L.-Y. She, B. Shan, Q. Zhou, G. Chen, and R.-Z. Yang, “Application of modern bamboo struture to reconstruction after Wenchuan earthquake,” Journal of Natural Disasters, vol. 18, pp. 14–18, 2009.View at: Google Scholar
W. Liese and M. Köhl, Bamboo–The Plant and its Uses, Springer, Berlin, Germany, 2015.
S. Jakovljević, D. Lisjak, Ž. Alar, and F. Penava, “The influence of humidity on mechanical properties of bamboo for bicycles,” Construction and Building Materials, vol. 150, pp. 35–48, 2017.View at: Google Scholar
F. Sun, N. Prosper, H. Wu et al., “A review on the development of wood and bamboo preservation,” Journal of Forestry Engineering, vol. 2, pp. 1–8, 2017.View at: Google Scholar
D. Astm, Standard Test Methods for Small Clear Specimens of Timber, ASTM International, West Conshohocken, PA, USA, 2000.
B. S. En, Testing Hardened Concrete: Compressive Strength of Test Specimens, BSI Standards, London, UK, 2009.
Aci Committee, Standard Test Method for Static Modulus of Elasticity and Poisson’s Ratio of Concrete in Compression, ACI Committee, Farmington Hills, MI, USA, 2014.
A. S. T. M. Norma, Standard Test Method for Splitting Tensile Strength of Cylindrical concrete Specimens, ASTM International, West Conshohocken, PA, USA, 2004.
C. Astm, “Standard test method for flexural strength of concrete (using simple beam with third-point loading),” in American Society For Testing And Materials, ASTM International, West Conshohocken, PA, USA, 2010.View at: Google Scholar
Y. Yu, B. Fei, B. Zhang, and X. Yu, “Cell-wall mechanical properties of bamboo investigated by in-situ imaging nanoindentation,” Wood and Fiber Science, vol. 39, pp. 527–535, 2007.View at: Google Scholar
Astm A36/A36M-05, Standard Specification for Carbon Structural Steel, ASTM International, West Conshohocken, PA, USA, 2005.
W. Schott, “Bamboo under the Microscope,” Power Fibers Online Magazine, Power Fibers & Talsma Web Creations, Zeeland, MI, USA, pp. 1–24, 2003, http://www.powerfibers.com/Bamboo_under_the_Microscope.pdf.View at: Google Scholar
H. YıLDıRıM and O. Sengul, “Modulus of elasticity of substandard and normal concretes,” Construction and Building Materials, vol. 25, pp. 1645–1652, 2011.View at: Google Scholar