Bending strength and stiffness of wide dimension southern pine No. 2 lumber

Dahlen, Joseph; Jones, Phillip D.; Seale, R. Daniel; Shmulsky, Rubin

doi:10.1007/s00107-014-0848-y

Cited by 12 publications

(20 citation statements)

References 6 publications

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“…2 grade, there was a significant difference in MOE 15 by size (p value \0.0001) with the 2 9 10 size being significantly greater than the 2 9 6 and 2 9 8 size and the 2 9 4 size being significantly different from the 2 9 6 size. These results are somewhat similar to results found by Dahlen et al (2014b) where larger lumber sizes (2 9 10) had significantly higher MOE 15 values than the 2 9 6 and 2 9 8 sizes. For the No.…”

Section: Size and Grade Distributionsupporting

confidence: 81%

“…2 2 9 4 material with pith had significantly lower mechanical properties than lumber without pith. However the results vary compared to results reported in Dahlen et al (2014b) where there were no significant differences between lumber with and without pith in the larger sizes. The difference between the two findings can likely be tied to the lumber from this study coming from relatively even age stands whereas lumber in the Dahlen et al (2014b) study was collected from multiple mills across the growing region and likely contained lumber from trees from a variety of ages.…”

Section: Mechanical Properties In Lumber Containing Pithcontrasting

confidence: 55%

“…A series of adjustments [refer to Dahlen et al (2013Dahlen et al ( , 2014b for calculations] with the data were done in order to compare the results to the design values which are published at 15 % moisture content (ASTM D1990). MOE is published at 21-1 span to depth ratio with uniform loading and deflection measured at midspan (ASTM D1990; ASTM D2915).…”

Section: Specimen Preparation and Testingmentioning

confidence: 99%

“…MOE is published at 21-1 span to depth ratio with uniform loading and deflection measured at midspan (ASTM D1990; ASTM D2915). The MOE of each sample was adjusted according to 15 % MC and third point uniform loading in 21-1 loading conditions (MOE 15 ) (ASTM D1990, ASTM D2915, Dahlen et al 2013Dahlen et al , 2014b. The mean values are reported as well as the values after rounding to the nearest 100,000 psi (0.7 GPa) (ASTM D1990).…”

Section: Specimen Preparation and Testingmentioning

confidence: 99%

“…The MOR of each sample was adjusted to 15 % MC (ASTM D1990, Dahlen et al 2013Dahlen et al , 2014b. To calculate F b , the dimensions of each piece were adjusted to 15 % MC (MOR 15 ) then to a characteristic length of 3.66 m for 2 9 4, 2 9 6 and 2 9 8 material and to 6.1 m in length for 2 9 10 material and divided by a 2.1 safety factor (ASTM D1990, Dahlen et al 2013Dahlen et al , 2014bEvans et al 2001). F b is the nonparametric 5th percentile at 75 % confidence (ASTM D2915; FPL 2011); however given the limited sample size in some combinations of grade and size this value could not be calculated.…”

Section: Specimen Preparation and Testingmentioning

confidence: 99%

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Bending strength and stiffness of loblolly pine lumber from intensively managed stands located on the Georgia Lower Coastal Plain

et al. 2015

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Loblolly pine is increasingly grown on intensively managed plantation forests that yield excellent growth; however, lumber cut from these trees often contains a large percentage of juvenile wood which negatively impacts strength and stiffness. Because of changing forest management and mill practices the design values for visually graded southern pine were updated in 2013 to more accurately account for the material properties available in commerce. This study was undertaken to assess the bending strength and stiffness of loblolly pine lumber from intensively managed stands located on the Georgia Lower Coastal Plain. Eight hundred and forty-one pieces of lumber sawn from 93 trees age 24-33 years were tested in four-point bending according to ASTM International standards. The No. 1 grade MOE 15 (11.9 GPa) was greater than the current (11.0 GPa) design value and comparable to the previous (11.7 GPa) design value. The No. 2 grade MOE 15 (10.6 GPa) was greater than the current (9.7 GPa) design value but slightly less than the previous (11.0 GPa) design values. The No. 3 grade MOE 15 (9.3 GPa) was between the current (9.0 GPa) design value and the previous (9.7 GPa) design value. Altogether, these results point to the MOE 15 mean values being reasonably comparable to the previous design values and currently meeting or exceeding the current design values for visually graded southern pine lumber.

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Section: Size and Grade Distributionsupporting

confidence: 81%

Section: Mechanical Properties In Lumber Containing Pithcontrasting

confidence: 55%

Section: Specimen Preparation and Testingmentioning

confidence: 99%

Section: Specimen Preparation and Testingmentioning

confidence: 99%

Section: Specimen Preparation and Testingmentioning

confidence: 99%

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Bending strength and stiffness of loblolly pine lumber from intensively managed stands located on the Georgia Lower Coastal Plain

et al. 2015

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Opportunities for Out-of-Grade Sawn Pine in Sustainable Building Systems

Cherry

Ferdous

Karunasena

et al. 2019

Lecture Notes in Civil Engineering

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Rolling shear modulus and strength of cross-laminated timber treated with micronized copper azole type C (MCA-C)

Lim

Tripathi

2020

Construction and Building Materials

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The effect of micronized copper azole type C (MCA-C) treatment on rolling shear (RS) strength and RS modulus of cross-laminated timber (CLT) was evaluated. The CLT test specimens were either constructed with untreated 2 x 6 (38 mm x 140 mm) No. 2. southern yellow pine (the United States grown) laminations or MCA-C treated laminations. The shear-free modulus of elasticity (Esf) and longitudinal-radial shear modulus (GLR) of the laminations were non-destructively measured prior to CLT manufacturing. The average Esf and GLR of the untreated lumber were 11.08GPa and 231.42MPa, respectively, while those of the treated lumber were 9.60GPa and 236.01MPa, respectively. Four-point bending test described in EN 16351 standard along with the Shear analogy method was adopted to measure the RS properties. The preservative treatment decreased the mean RS strength, while it increased the mean RS modulus.However, the differences in the means were not significant based on one-way analysis of variance and Kruskal-Wallis H test, respectively. The experimentally obtained bending stiffness of the CLT test specimens and the RS strength estimated using the simplified method described in the CLT Handbook were compared against the values obtained based on the Shear analogy.The agreement between these two approaches indicates that the short-span test setup implemented in this study and the simplified method can be used for measuring bending stiffness and estimating RS strength of 3-ply CLT.

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Bending strength and stiffness of wide dimension southern pine No. 2 lumber

Cited by 12 publications

References 6 publications

Bending strength and stiffness of loblolly pine lumber from intensively managed stands located on the Georgia Lower Coastal Plain

Bending strength and stiffness of loblolly pine lumber from intensively managed stands located on the Georgia Lower Coastal Plain

Opportunities for Out-of-Grade Sawn Pine in Sustainable Building Systems

Rolling shear modulus and strength of cross-laminated timber treated with micronized copper azole type C (MCA-C)

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