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Since staple is the most used fastener in furniture frame, its holding capacity in solid wood joints is need to be known. Therefore, lateral shear resistance capacity of one stapled and one-row multi stapled joints con-structed from Scotch pine, alder, and beech were investigated. Results showed that the joints constructed from beech with a density of 540 kg/m3 yielded 4893 N, the 4 staples joints constructed from alder with a density of 510 kg/m3 yielded 4487 N, and the 4 staples joints constructed from Scotch pine with a density of 450 kg/m3yielded 3498 N. Three and two staples connected joints also indicated decreasing trend when changing wood from beech to alder and Scotch pine. Results also indicated that increasing number of staple from 2 to 4 in one-row joints increased force of the joints. Two prediction equations were derived to predict the shear of one-row multi stapled wood joints. Both equations yielded remarkable results compared to actual laboratory test results

Since staple is the most used fastener in furniture frame, its holding capacity in solid wood joints is need to be known. Therefore, lateral shear resistance capacity of one stapled and one-row multi stapled joints con-structed from Scotch pine, alder, and beech were investigated. Results showed that the joints constructed from beech with a density of 540 kg/m3 yielded 4893 N, the 4 staples joints constructed from alder with a density of 510 kg/m3 yielded 4487 N, and the 4 staples joints constructed from Scotch pine with a density of 450 kg/m3yielded 3498 N. Three and two staples connected joints also indicated decreasing trend when changing wood from beech to alder and Scotch pine. Results also indicated that increasing number of staple from 2 to 4 in one-row joints increased force of the joints. Two prediction equations were derived to predict the shear of one-row multi stapled wood joints. Both equations yielded remarkable results compared to actual laboratory test results

Since staple is the most used fastener in furniture frame, its holding capacity in solid wood joints is need to be known. Therefore, lateral shear resistance capacity of one stapled and one-row multi stapled joints con-structed from Scotch pine, alder, and beech were investigated. Results showed that the joints constructed from beech with a density of 540 kg/m3 yielded 4893 N, the 4 staples joints constructed from alder with a density of 510 kg/m3 yielded 4487 N, and the 4 staples joints constructed from Scotch pine with a density of 450 kg/m3yielded 3498 N. Three and two staples connected joints also indicated decreasing trend when changing wood from beech to alder and Scotch pine. Results also indicated that increasing number of staple from 2 to 4 in one-row joints increased force of the joints. Two prediction equations were derived to predict the shear of one-row multi stapled wood joints. Both equations yielded remarkable results compared to actual laboratory test results

Since staple is the most used fastener in furniture frame, its holding capacity in solid wood joints is need to be known. Therefore, lateral shear resistance capacity of one stapled and one-row multi stapled joints con-structed from Scotch pine, alder, and beech were investigated. Results showed that the joints constructed from beech with a density of 540 kg/m3 yielded 4893 N, the 4 staples joints constructed from alder with a density of 510 kg/m3 yielded 4487 N, and the 4 staples joints constructed from Scotch pine with a density of 450 kg/m3yielded 3498 N. Three and two staples connected joints also indicated decreasing trend when changing wood from beech to alder and Scotch pine. Results also indicated that increasing number of staple from 2 to 4 in one-row joints increased force of the joints. Two prediction equations were derived to predict the shear of one-row multi stapled wood joints. Both equations yielded remarkable results compared to actual laboratory test results

p. 1722-1730, Reinforced concrete (R/C) cylindrical panels have been applied to the roof or the underground structures. Also, in constructing a high rise building, an R/C wall is often used to improve the lateral rigidity of the building comparing with beam column systems under wind or seismic loading. In this paper, the behavior of R/C cylindrical shell under combined axial and lateral shear loadings is analyzed numerically. R/C cylindrical shells are often adopted for the core wall system. R/C cylindrical panels are fixed at both hoop edges and are subjected to a lateral shear displacement after axial compressive load is applied in the meridional direction. In numerical analyses, the behavior of R/C cylindrical shell panel is analyzed under several combinations of axial and lateral loadings. The panels are modeled by use of the shell elements.

p. 1722-1730, Reinforced concrete (R/C) cylindrical panels have been applied to the roof or the underground structures. Also, in constructing a high rise building, an R/C wall is often used to improve the lateral rigidity of the building comparing with beam column systems under wind or seismic loading. In this paper, the behavior of R/C cylindrical shell under combined axial and lateral shear loadings is analyzed numerically. R/C cylindrical shells are often adopted for the core wall system. R/C cylindrical panels are fixed at both hoop edges and are subjected to a lateral shear displacement after axial compressive load is applied in the meridional direction. In numerical analyses, the behavior of R/C cylindrical shell panel is analyzed under several combinations of axial and lateral loadings. The panels are modeled by use of the shell elements.

p. 1722-1730, Reinforced concrete (R/C) cylindrical panels have been applied to the roof or the underground structures. Also, in constructing a high rise building, an R/C wall is often used to improve the lateral rigidity of the building comparing with beam column systems under wind or seismic loading. In this paper, the behavior of R/C cylindrical shell under combined axial and lateral shear loadings is analyzed numerically. R/C cylindrical shells are often adopted for the core wall system. R/C cylindrical panels are fixed at both hoop edges and are subjected to a lateral shear displacement after axial compressive load is applied in the meridional direction. In numerical analyses, the behavior of R/C cylindrical shell panel is analyzed under several combinations of axial and lateral loadings. The panels are modeled by use of the shell elements.