Faktor Stabilitas Balok Kayu pada Konfigurasi Pembebanan Terpusat

Hayatunnufus, Agustina; Nugroho, Naresworo; Bahtiar, Effendi Tri

doi:10.29244/jsil.7.2.129-146

Cited by 4 publications

(2 citation statements)

References 20 publications

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“…The properties of the green specimens are not always the same as those saturated with water after drying. [16] 7407 ± 639 [16] 10372 ± 1559 [16] 8013 ± 1449 [16] 7845 [69] 7845 [69] 5884-9806 [69] 7845-9806 [69] 7597 [78] 12200 [75] 9562 [76] Table 6. The average mechanical properties of wood in wet (water-saturated) and air-dry conditions.…”

Section: The Mechanical Properties Difference Between Wet and Dry Woodmentioning

confidence: 99%

“…The ceteris paribus condition is necessary to ascertain the independency of the evaluated adjustment factor from the other affecting factors during the experiment processes. Hayatunnufus et al [16] and Bahtiar et al [17] measured the bending stress of sawn lumber subjected to concentrated loads at one and several points, respectively. Their laboratory test data on the beam stability factor (C L ), defined as the ratio of each edge-wise bending specimen's modulus of rupture (MOR, S Ri ) to the standardized straightgrain small-clear wood specimen's average MOR value (S R ), is in harmony with the beam stability factor (C L ) designated by SNI 7973-2013.…”

Section: Introductionmentioning

confidence: 99%

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Comparing the Building Code Sawn Lumber’s Wet Service Factors (CM) with Four Commercial Wood Species Laboratory Tests

Bahtiar

Denih

Priadi

et al. 2022

Forests

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Indonesian Wooden Building Code (SNI 7973-2013) has adopted the National Design Specification (NDS) for Wood Construction since 2013. A periodic harmonization of the building-code-designated values (i.e., reference design values and adjustment factors) with the experimental data of commercial wood species is necessary. This study aimed to compare the building code’s wet service factors (CM) with the laboratory test of some commercial wood species. Since wood is weaker when its moisture content is high, the wet service factor (CM) must adjust the sawn lumber reference design values if the building serves in wet or aquatic environments. Four commercial wood species, namely pine (Pinus merkusii), agathis (Agathis dammara), red meranti (Shorea leprosula), and mahogany (Swietenia mahagoni), were subjected to mechanical property tests. To calculate the empirical CM values, the mechanical properties tests were conducted on air-dry and wet wood. Instead of testing the full-sized timber, which contains the growth characteristics and defects, this study chose clear-wood specimens to resemble the boundary condition of the ceteris paribus (other things being equal). The wet (water-saturated) specimens were immersed in water for 65 days, and the test was carried out when the specimen was still immersed. The test arrangement imitated the submerged wood as the worst-case scenario of the wet environment where the construction serves, rather than green or partially immersed timber. As many as 40 specimens were tested to compare each mechanical property’s wet service factor; thus, this study reported 200 specimens’ laboratory test results. The empirical CM values to adjust the modulus of elasticity, modulus of rupture, shear strength parallel-to-grain, tensile strength parallel-to-grain, and maximum crushing strength (CM = 0.59, 0.76, 0.65, 0.73, and 0.67, respectively) were significantly lower than SNI 7973-2013 designated values (CM = 0.9, 0.85, 0.97, 1, and 0.8, respectively). The empirical CM for the compression stress perpendicular-to-grain at the proportional limit and that at the 0.04″ deformation (CM = 0.66) were slightly lower than the designated values (CM = 0.67), although they were not significantly different. This study resulted in lower empirical CM values than the designated ones, which found that the building code lacked conservativeness. The lacked conservativeness is mainly attributed to the building code’s recent choices, e.g., (1) the wet service environment basis is the green timber rather than the fully water-saturated one, and (2) the ratio of near minimum (5% lower) distribution value is chosen as the CM value rather than the average of wet timber’s mechanical property divided by the air-dry one. This study proposes changing both recent choices to alternative ones to develop more safe and reliable designated CM values.

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Section: The Mechanical Properties Difference Between Wet and Dry Woodmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Comparing the Building Code Sawn Lumber’s Wet Service Factors (CM) with Four Commercial Wood Species Laboratory Tests

Bahtiar

Denih

Priadi

et al. 2022

Forests

Self Cite

View full text Add to dashboard Cite

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Multi-culm bamboo composites as sustainable materials for green constructions: section properties and column behavior

Bahtiar

Denih

Putra

2023

Results in Engineering

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Experimental Study of Beam Stability Factor of Sawn Lumber Subjected to Concentrated Bending Loads at Several Points

Bahtiar

Erizal

Hermawan

et al. 2022

Forests

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The beam stability factor (CL) is applied in construction practices to adjust the reference bending design value (Fb) of sawn lumber to consider the lateral-torsional buckling. Bending tests were carried out on 272 specimens of four wood species, namely, red meranti (Shorea sp.), mahogany (Swietenia sp.), pine (Pinus sp.), and agathis (Agathis sp.), to analyze a simply supported beam subjected to concentrated loads at several points. The empirical CL value is a ratio of the modulus of rupture (SR) of a specimen to the average SR of the standard-size specimens. The non-linear regression estimated the Euler buckling coefficient for sawn lumber beam (KbE) in this study as 0.413, with 5% lower and 5% upper values of 0.338 and 0.488. Applying the 2.74 factor, which represents an approximately 5% lower exclusion value on the pure bending modulus of elasticity (Emin) and a factor of safety, the adjusted Euler buckling coefficient (KbE′) value for a timber beam was 1.13 (0.92–1.34), which is within the range approved by the NDS (KbE′ = 1.20). This study harmonizes the NDS design practices of CL computation with the empirical results. Because agathis has the lowest ductility (μ), most natural defects (smallest strength ratio, S), and highest E/SR ratio, the agathis beam did not twist during the bending test; instead, it failed before twisting could occur, indicating inelastic material failure. Meanwhile the other specimens (pinus, mahogany, and red meranti), which have smaller E/SR ratio, higher ductility, and less natural defects, tended to fail because of lesser beam stability. This phenomenon resulted in the CL curve of agathis being the highest among the others. The CL value is mathematically related to the beam slenderness ratio (RB) and the E/SR ratio. Because the strength ratio (S) and ductility ratio (μ) have significant inverse correlations with the E/SR ratio, they are correlated with the CL value. Applying the CL value to adjust the characteristic bending strength is safe and reliable, as less than 5% of the specimens’ SR data points lie below the curve of the adjusted characteristics values.

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Faktor Stabilitas Balok Kayu pada Konfigurasi Pembebanan Terpusat

Cited by 4 publications

References 20 publications

Comparing the Building Code Sawn Lumber’s Wet Service Factors (CM) with Four Commercial Wood Species Laboratory Tests

Comparing the Building Code Sawn Lumber’s Wet Service Factors (CM) with Four Commercial Wood Species Laboratory Tests

Multi-culm bamboo composites as sustainable materials for green constructions: section properties and column behavior

Experimental Study of Beam Stability Factor of Sawn Lumber Subjected to Concentrated Bending Loads at Several Points

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