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Journal articles on the topic 'Timber columns'

Author: Grafiati

Published: 4 June 2021

Last updated: 10 February 2022

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1

Van Dyer, D. B., and S. K. Malhotra. "Strength of spaced timber columns." Canadian Journal of Civil Engineering 12, no. 1 (March 1, 1985): 36–42. http://dx.doi.org/10.1139/l85-004.

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A rational procedure for determining the strength of spaced timber columns is presented. The effect of interlayer slip, characteristic of layered systems with nonrigid connections, is considered in the theoretical development. A good agreement is observed between the theoretical predictions and experimental results of some 110 spaced columns. The effect of number of spacer blocks on column strength is investigated, and efficiency of various types of spaced columns is compared, first with respect to each other and then with respect to equivalent solid and layered systems. Finally, the theory is compared with design specifications given by CSA Standard CAN3-086-M80, "Code for engineering design in wood." Key words: bolts, buckling, columns (supports), design practice, efficiency, nails, nonrigid connection, spaced columns, split ring connectors, strength, structural engineering, tests, theory, timber construction.

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2

Johns, Kenneth C. "A continuous design formula for timber columns." Canadian Journal of Civil Engineering 18, no. 4 (August 1, 1991): 617–23. http://dx.doi.org/10.1139/l91-075.

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Timber column design methods have now to take account of a body of research work on timber properties from in-grade tests and on strength considerations using notions of stressed volume. This paper gathers results from this body of work and proposes a design formula for timber columns which is convenient to use and represents true behaviour. It includes, in particular, a material strength effect related to the length of the column. The proposed formula has been incorporated into the new Canadian code “Engineering design in wood.” Key words: timber, buckling, columns, design, size effects.

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3

Dyer, D. B. Van. "Strength and efficiency of braced timber columns." Canadian Journal of Civil Engineering 19, no. 1 (February 1, 1992): 186–89. http://dx.doi.org/10.1139/l92-019.

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A rational procedure for determining the strength of braced timber columns is presented. The theoretical development takes into account the effects of interlayer slip, a phenomenon characteristic of systems with nonrigid connections. Forty-five braced wood columns were fabricated and tested. Very good agreement was observed between experimental results and theoretical predictions. As a measure of efficiency, the braced column results are compared with equivalent layered and equivalent solid systems. Key words: buckling, columns, nails, braced columns, structural engineering, nonrigid connections, timber construction, wood columns, layered, solid.

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4

Yuan, Shu Cheng, Jiang Feng Dong, and Qing Yuan Wang. "Mechanical Behaviors of Square Timber Columns Reinforced with AFRP under Axial Compression." Advanced Materials Research 790 (September 2013): 198–201. http://dx.doi.org/10.4028/www.scientific.net/amr.790.198.

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In order to apply original timber more effectively, the physical and mechanical properties of timber from camphor wood were tested. In total, seven square short timbers columns were fabricated, and then were reinforced by AFRP sheets with one, two and three layers in different reinforcing arrangements. The results showed that the columns with AFRP gave a great improvement in mechanical performance, and the loading carrying capacity, stiffness and ductility of the columns reinforced were also improved. The results also showed that the specimen with full wrapping of two layers of AFRP gave a higher deflection than the other ones. However, the load carrying capacity of the columns with AFRP arrangement decreased when the layers of AFRP sheets increased to three.

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5

Ali, F., and S. Kavanagh. "Fire Resistance of Timber Columns." Journal of the Institute of Wood Science 17, no. 2 (October 2005): 85–93. http://dx.doi.org/10.1179/wsc.2005.17.2.85.

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6

D. B. Van Dyer. "STRENGTH OF BATTENED TIMBER COLUMNS." Transactions of the ASAE 35, no. 1 (1992): 311–14. http://dx.doi.org/10.13031/2013.28604.

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7

Gao, Chao, and Junxiao He. "Dynamic Response of Wooden Columns in Traditional Timber Structures Under Horizontal Earthquake." International Journal of Structural Stability and Dynamics 21, no. 10 (May 21, 2021): 2150134. http://dx.doi.org/10.1142/s0219455421501340.

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Accurately predicting the structure’s response under external loads is a prerequisite for scientific protection of traditional timber structures. Wooden columns are the key components for transmitting the vertical loads and resisting the lateral loads in traditional timber structures. The dynamic response characteristics of wooden columns eccentrically overlain by top column component under horizontal earthquakes are investigated in this paper. The critical triggering conditions for different phases of the dynamic response are derived. The factors that determine the transition between various phases of the dynamic response are obtained. Based on the trigger conditions, the trigger sensitivity of each phase of the dynamic responses is studied. The results show that there are four phases of dynamic response that can be triggered on the wooden column, i.e. the static, uplift, uplift followed by slipping, and simultaneous uplift and slipping. Uplift is most likely to be triggered. Uplift with rocking is the main form of wooden columns. The results of theoretical analysis are verified by numerical simulation. This study provides the necessary theoretical basis for the phase assessment and protection of the traditional timber structures.

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8

Hart, Ellis D. "Combined Equation for Sizing Timber Columns." Journal of Structural Engineering 121, no. 11 (November 1995): 1730–33. http://dx.doi.org/10.1061/(asce)0733-9445(1995)121:11(1730).

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9

Zahn, John J., and Douglas R. Rammer. "Design of Glued Laminated Timber Columns." Journal of Structural Engineering 121, no. 12 (December 1995): 1789–94. http://dx.doi.org/10.1061/(asce)0733-9445(1995)121:12(1789).

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10

Riba‐Ramirez, Ramon, and Mehrdad Soltani. "Design Charts for Timber Beam‐Columns." Journal of Structural Engineering 118, no. 2 (February 1992): 596–602. http://dx.doi.org/10.1061/(asce)0733-9445(1992)118:2(596).

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11

Bell, Kolbein, and Trond Even Eggen. "Stability of Timber Beams and Columns." IABSE Symposium Report 85, no. 9 (January 1, 2001): 30–36. http://dx.doi.org/10.2749/222137801796348421.

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12

Iqbal, Asif, Stefano Pampanin, Alessandro Palermo, and Andrew H. Buchanan. "Behaviour of post-tensioned timber columns under bi-directional seismic loading." Bulletin of the New Zealand Society for Earthquake Engineering 47, no. 1 (March 31, 2014): 41–53. http://dx.doi.org/10.5459/bnzsee.47.1.41-53.

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Moment-resisting frames made of laminated veneer lumber (LVL) in combination with unbonded post-tensioning have recently been proposed for multi-storey timber buildings. Prefabricated and post-tensioned timber frames can be designed to have enhanced re-centering and energy dissipation after seismic loading. The unbonded post-tensioning provides re-centering capacity while energy is dissipated through the addition of special dissipating devices which also act as external reinforcing. As part of a research program on multi-storey timber structures, this paper describes experimental and analytical studies to investigate the behaviour of post-tensioned LVL columns under uni-and bi-directional seismic loading. The results show excellent seismic performance, characterized by negligible damage of the structural members and small residual deformations, even under the combined effect of loading in two directions. Energy is dissipated mostly through yielding of external mild steel dissipaters connecting the column and the foundation, which can be easily removed and replaced after an earthquake. Since post-tensioning can be economically performed on site, the system can be easily implemented for either column-to-foundation connections in multi-storey timber buildings as well as for pier-to-foundation and/or pier-to-deck connections in timber bridges.

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13

Xiong, X. Y., X. X. Lu, and R. J. Xue. "The Study on Timber Pier Columns Strengthened with Cfrp Hoops in Ancient Architecture." Advanced Composites Letters 25, no. 6 (November 2016): 096369351602500. http://dx.doi.org/10.1177/096369351602500602.

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Timber structure is the mainstream method of ancient Chinese architecture. However due to the effect of weathering and long history, it was badly damaged. Therefore, the protective repairing is imminent. The traditional reinforcement method of pier columns strengthened with iron sheet presents unsatisfactory performance in recovering the bearing capacity, and the study on Carbon Fibre Reinforced Plastics (CFRP) material applying in strengthening pier column is relatively lacking. This paper studied the mechanical properties of 20 timber columns, 17 of which used the CFRP for reinforcement, and one specimen is strengthened with iron sheet. With the maximum bearing capacity of reinforcement columns with CFRP recovering up to 103.22%, the research proves reasonable arrangement of CFRP hoops and suitable strengthening quantity of CFRP could get commendable reinforcement results. Finally, considering the effect of the pier type on the bearing capacity of pier columns, this paper puts forward a more accurate and universal formula compared to Su model, which provides theoretical foundation for restoration projects of ancient architecture.

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14

Harries, Kent A., Michael F. Petrou, and George Brooks. "Structural Characterization of Built-Up Timber Columns." Journal of Architectural Engineering 6, no. 2 (June 2000): 58–65. http://dx.doi.org/10.1061/(asce)1076-0431(2000)6:2(58).

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15

Schnabl, S., G. Turk, and I. Planinc. "Buckling of timber columns exposed to fire." Fire Safety Journal 46, no. 7 (October 2011): 431–39. http://dx.doi.org/10.1016/j.firesaf.2011.07.003.

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16

Dyer, D. B. Van. "Slip modulus in bolted timber joints." Canadian Journal of Civil Engineering 19, no. 6 (December 1, 1992): 960–64. http://dx.doi.org/10.1139/l92-114.

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This paper is concerned with the initial load–slip behaviour of laterally loaded bolted timber joints and deals specifically with verifying a theory for determining the values of slip modulus in mechanically fastened timber joints. Such a theory is essential in dealing with the phenomenon of interlayer slip, which occurs in built-up timber columns with nonrigid joints. The concept of a beam on an elastic foundation is used to evaluate the slip modulus. The theoretical predictions are compared with the test results of 75 timber joints. Good agreement is observed between the experiment and the theory. Key words: timber joints, bolts, nails, wood, interlayer slip, slip modulus, built-up wood columns, shear, lateral loads.

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17

Zhou, Xian Yan, Qian Wang, Zhi Feng Wang, Zhong Feng Zhang, and Lei Cao. "Research on Mechanical Properties and Engineering Application of Modern Timber Structure." Advanced Materials Research 639-640 (January 2013): 105–10. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.105.

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Modern timber structure holds many virtues in the fields of construction, such as energy-saving, green, aesthetics, ect, superior to concrete and steel bridge. Meanwhile，it is the mechanical properties of timber structure that have been attracted much attention compared with other structures. It is not only glue laminated timber(glulam) but also tri-axial grids sandwich panels（TGSP）satisfy high load-bearing capacity and long-span requirements of modern timber bridge. As two essential parts of elements used as columns，decks in modern timber structure, glulam column had more full hysteretic curve with high energy-consuming ability and good seismic performance under reciprocating load was showed in this paper , and excellent compression property and bending property of TGSP were also studied . Finally, an engineering application was introduced. Filling the domestic gaps in bridge construction successfully, the first modern timber bridge in China has remarkable significant and greatly boosts the development of timber work.

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18

Han, Xiaoli, Jian Dai, Wei Qian, Baolong Li, Yuanjun Jin, and Ting Jiang. "Effect of column foot tenon on behavior of larch column base joints based on concrete plinth." BioResources 15, no. 3 (July 9, 2020): 6648–67. http://dx.doi.org/10.15376/biores.15.3.6648-6667.

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The wooden columns in timber structures of ancient buildings have column foot tenons of various sizes. The main reason for these differences is their use for different roof loads. Six full-scale specimens with different sizes of column foot tenon were designed and manufactured. The tree species used for the specimens was larch. The quasi-static test was conducted on the specimens that were used in timber structures of ancient buildings. The effects of column foot tenon size on the mechanical properties of larch wooden columns were studied. The moment-rotational angle hysteretic curves, moment-rotational angle skeleton curves, ductility, stiffness degradation, energy dissipation capacity, slippages between the wooden column and the plinth, and the damage of the column foot tenons were examined. The test results showed that the column foot tenon played an important role in the mechanical behavior of the wooden column under low-cycle reversed cyclic loading. The rotation of the column foot tenon improved the energy dissipation capacity of the wooden column. As the rotational angle of the column base increased, the column foot tenon had different degrees of damage. Different sizes of column foot tenon had their own advantages and hysteretic behavior.

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19

Alqaryouti, Yousef, Dilum Fernando, and Joseph Gattas. "Structural Behavior of Digitally Fabricated Thin-Walled Timber Columns." International Journal of Structural Stability and Dynamics 19, no. 10 (October 2019): 1950126. http://dx.doi.org/10.1142/s0219455419501268.

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This paper aims to investigate the structural behavior of digitally fabricated thin-walled timber sections with edge connectivity provided by integral mechanical press-fit joints. Experimental, numerical, and analytical investigations have been developed to accurately characterize the press-fit section behavior and their failure modes. Plywood fiber orientation, material thickness, and connection tightness are considered as potential factors that may affect the performance of the press-fit jointing system. Experimental testing of square hollow sections (SHSs) under uniaxial compressive loading showed failure of sections through both conventional crushing and novel pop-off bifurcation failures. Pop-off buckling behaviors were shown to be governed by the integral joint transverse stiffness and its magnitude relative to a critical edge stiffness value. Columns with joint transverse stiffness value less than the critical edge stiffness value exhibited pop-off failures. These joint stiffness values were obtained from testing of unloaded joints and were used to obtain accurate predictions of column failure modes. Joint stiffness values for loaded joints were then predicted with an interpolation model mapping axial strain to a tighter connection tolerance and these were used to obtain accurate estimations for column failure load in most of the tested column types. Comparative investigations showed thin-walled sections with integral joints only to be capable of matching the compressive capacities of glued sections, for instances where crushing governed. Similarly, the weight-specific compressive capacity of timber sections was found to be comparable to thin-walled steel sections when crushing governs.

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20

Raongjant, Werasak, and Meng Jing. "Comparison Experimental Study on Retrofitting Methods of Partially Damaged Timber Columns." Materials Science Forum 976 (January 2020): 173–79. http://dx.doi.org/10.4028/www.scientific.net/msf.976.173.

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This paper presented the experimental study on two different strengthening methods for partially damaged timber columns, GFRP (Glass Fiber Reinforced Polymer) sheets and sprayed FRP (Fiber Reinforced Polymer). Detail comparison was carried out between the mechanical properties of 25% or 50% damaged timber short columns under uniaxial or biaxial eccentric compression. The ultimate bearing capacity of retrofitted columns increased obviously. The biggest improvement after SFRP (Sprayed FRP) retrofitting was 62.7%. Compared with that of undamaged columns, the ultimate bearing capacity of partially damaged columns after retrofitting was recovered up to 48 to 98%. SFRP method is a reasonable and better substitute method of GFRP sheets retrofitting.

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21

Lee, In-Hwan, Yo-Jin Song, and Soon-Il Hong. "Evaluation of the compression strength performance of fiber-reinforced polymer (FRP) and steel-reinforced laminated timber composed of small-diameter timber." BioResources 16, no. 1 (November 30, 2020): 633–42. http://dx.doi.org/10.15376/biores.16.1.633-642.

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Laminated timber composed of small-diameter timbers reinforced with a steel bar and fiber-reinforced polymer (FRP) were fabricated to satisfy the seismic design performance level of wooden columns, and their compression strength performance was evaluated. The experimental results showed that the average compression strength of the specimen reinforced with a CFRP (Carbon FRP) bar increased by approximately 7% compared to that of the control. The average compression strengths of the specimens reinforced with a GFRP (Glass FRP) bar and a steel bar increased by 38 and 37% compared to that of the control, respectively. The unreinforced control column specimens showed a diagonal failure tendency due to the fiber slope angle, and the wood part of the reinforced specimens showed a failure mode with suppressed diagonal fracture. The average strength of the column reinforced with a CFRP plate increased by approximately 6%, but the average strength of the column reinforced with a GFRP plate decreased by approximately 5%. A comparison of the measured and predicted compression strengths of the specimens showed that the strength differences of all the specimens except the specimen reinforced with a GFRP plate were good (2 to 10.4%).

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22

A. C. M. van der Put, T. "Exact Stability Calculation for Timber Beams and Columns." Open Construction and Building Technology Journal 7, no. 1 (July 12, 2013): 20–32. http://dx.doi.org/10.2174/1874-836820130508001.

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A derivation is given of simplified, exact stability design rules according to limit analysis, applied to timber beam-columns. These rules are lacking but are necessary to be able to provide real and calculable reliability as is required according to European pacts and laws. Necessary therefore are the obtained exact combined bi-axial bending, compression and shear strength equations with the exact equilibrium equations under biaxial loading. As for other materials the elastic-full plastic limit design approach is applied, which is already known to precisely explain and predict uniaxial bending strength behavior. The strength derivation is based on choosing the location of the neutral line. This provides the stress distribution in the beam cross section in the ultimate state for that case, providing the possibility to calculate the associated ultimate bending moments in both main directions combined with the ultimate normal- and shear forces.

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23

Li, Hongmin, Hongxing Qiu, Zhe Zhao, and Yong Lu. "Axial compression behaviour of retrofitted long timber columns." Advances in Structural Engineering 21, no. 3 (July 20, 2017): 445–59. http://dx.doi.org/10.1177/1369433217719984.

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24

Gernay, Thomas. "Fire resistance and burnout resistance of timber columns." Fire Safety Journal 122 (June 2021): 103350. http://dx.doi.org/10.1016/j.firesaf.2021.103350.

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25

Cai, Ling, Yi Deng, and Xing Jiang. "Construction Technology of Centro-Column Drum Towers of Dong Nationality." Advanced Materials Research 450-451 (January 2012): 870–76. http://dx.doi.org/10.4028/www.scientific.net/amr.450-451.870.

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Abstract: The building structure of a Dong nationality’s drum tower is divided into two categories, namely, the tai-liang and chuan-dou hybrid structures, and the chuan-dou structure, which are from the major carpentry structure system of traditional Chinese timber structure architecture. Then, the most common “centro-column” type drum tower among the chuan-dou structure drum towers is defined and classified. The structure technology features of “single-column” and “ringed-column” drum towers, which are also those of a “centro-column” drum tower, are discussed in great detail. Through surveying and mapping, structure conversion models, such as those that “increased columns” and “reduced columns” of “ringed-column” drum towers, are studied mainly. In addition, many specific construction details that improve a drum tower’s external image, like multi-eaves, columns that are inclined inwards, as well as the honeycomb Dougong, are also studied in this paper.

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26

ElShayeb, Mohamed, Abdul Rashid Ab Malik, Fazril Ideris, Zolman Hari, Norhaida Ab Razak, Jacqueline Eng Ling Siang, and Zulfika Anuar. "Utilization of Numerical Techniques to Predict the Thermal Behavior of Wood Column Subjected to Fire Part B: Analysis of Column Temperature and Fire Resistance." Key Engineering Materials 306-308 (March 2006): 583–88. http://dx.doi.org/10.4028/www.scientific.net/kem.306-308.583.

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Mathematical models of Part A [1] are used to calculate the temperatures, deformations and fire resistance of rectangular, hexagonal, octagonal and I-cross section columns for the purpose of Part B. In this paper the comparison among the configurations of the column has been carried out to predict the temperature history for the column elements for preventing the spread of fire and prolonging the structural time collapse. The columns are varied in section size, among them are the rectangular, hexagonal, octagonal and I-cross section column of Keruing timber. The developed mathematical models defined the failure point as the point which the column can no longer support the applied load. From the comparison, the I-cross section column is the worst configuration than the other configuration.

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27

Malhotra, S. K., and A. P. Sukumar. "Reliability-based design of mechanically connected built-up wood columns." Canadian Journal of Civil Engineering 18, no. 2 (April 1, 1991): 171–81. http://dx.doi.org/10.1139/l91-022.

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Built-up wood structural components and systems have been in use in the building industry for decades. Though easy to construct, they are rather complex to analyze because of numerous factors affecting their strength and behaviour. This paper explains the development of a reliability-based design formulation in limit states for built-up columns, using a rational mathematical model for the analysis and design. Also, a brief discussion is given on a set of simplified design rules for layered columns which have been incorporated into the Canadian Standards Association Standard CAN3-086.1-M89 "Code for engineering design in wood (limit states design)." The rational model as well as the simplified rules are subjected to reliability analysis.The Canadian specifications for the design of wood structures in limit states format have been available since December 1984. These specifications are essentially a soft conversion of the previous working stress design code. The 1989 edition of the code is mostly based on the principles of reliability-based design. Some portions of the code are still not fully based on reliability approach, as additional information is needed for the establishment of a reliable data base upon which the "uncertainty factors" could be redefined in a more rational and logical manner. This paper provides that type of information and the details of reliability analysis as applied to mechanically connected built-up timber columns. The reliability analyses are performed based on first-order second-moment methods, using a data base of column strengths. The data base consists of experimental as well as simulated results. Two reliability analysis programs, BUCREL (built-up column reliability analysis) and POINT (reliability analysis using design point algorithm), are developed. Design recommendations are derived in a reliability-based design format. Key words: buckling, columns, design specifications, efficiency, joints, layered columns, rational model, reliability, resistance factor, slip, spaced columns, timber, wood.

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28

Mangut, S. N., Idris Abubakar, and A. Ocholi. "Reliability-based analysis of aluminium laminated solid timber columns using selected Nigerian timber species." Nigerian Journal of Technology 38, no. 1 (January 16, 2019): 40. http://dx.doi.org/10.4314/njt.v38i1.6.

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29

Liang, Wei, Jiang Feng Dong, and Qing Yuan Wang. "Mechanical Study on Short Timber Columns Reinforced by Different Methods of FRP under Axial Compression." Applied Mechanics and Materials 405-408 (September 2013): 968–71. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.968.

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In this paper, the effect of different enwrapping methods on the mechanical behaviour of short timber columns were presented and analysed.Five timber columns reinforced by CFRP and AFRP with two enwrapping forms (hoop and spiral) were tested under the axial compressive.The failure mechanism of specimens, the load-displacement relationship and the load-strain relationship were analyzed. Test results showed that the reinforcement with FRP can obviously improve the compressive bearing capacity of the columns and the highest improve ratio is 57.5%. The compressive stress of specimens reinfoced with hooped FRP sheets is much higher than the ones with spiral method. And the lateral deformations of reinforced specimen is greatly constrained by FRP. In addition, the knags of the wood will affect the mechanical behavior of columns on a large extent.

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30

Cai, Yi Jing, Wei Zhang, and Wei Ping Zhang. "Experimental Study on Eccentric Compression Behavior of Timber Columns with Longitudinal Cracks Strengthened by CFRP Sheets." Advanced Materials Research 446-449 (January 2012): 3132–36. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.3132.

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This paper presents a study on reinforcement of timber columns with longitudinal cracks strengthened by CFRP sheets under eccentric compression. An experimental program using special eccentric compression hinged-support was proposed to identify the failure modes and to investigate the recovery in load carrying capacity. Different combinations of eccentric distance and directions of the eccentric plane related to that of the crack plane were considered. This test can provide detailed experimental data for the application of CFRP strengthening on timber columns under eccentric compression which is an efficient method to maintain the original historical structure.

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31

Van Dyer, D. B., and Y. Abdul‐Massih. "Strength and Efficiency of Eccentrically Loaded Layered Timber Columns." Journal of Structural Engineering 119, no. 5 (May 1993): 1662–68. http://dx.doi.org/10.1061/(asce)0733-9445(1993)119:5(1662).

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32

Ghanbari-Ghazijahani, Tohid, Ghazanfar Ali Magsi, Dian Gu, Amin Nabati, and Ching-Tai Ng. "Double-skin concrete-timber-filled steel columns under compression." Engineering Structures 200 (December 2019): 109537. http://dx.doi.org/10.1016/j.engstruct.2019.109537.

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33

Kia, L., and H. R. Valipour. "Composite timber-steel encased columns subjected to concentric loading." Engineering Structures 232 (April 2021): 111825. http://dx.doi.org/10.1016/j.engstruct.2020.111825.

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34

Wei, Peixing, Brad Jianhe Wang, Hao Li, Libin Wang, Si Peng, and Long Zhang. "A comparative study of compression behaviors of cross-laminated timber and glued-laminated timber columns." Construction and Building Materials 222 (October 2019): 86–95. http://dx.doi.org/10.1016/j.conbuildmat.2019.06.139.

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35

Jockwer, Robert, Philippe Grönquist, and Andrea Frangi. "Long-term deformation behaviour of timber columns: Monitoring of a tall timber building in Switzerland." Engineering Structures 234 (May 2021): 111855. http://dx.doi.org/10.1016/j.engstruct.2021.111855.

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36

Ferro, Fabiane Salles, Julio César Pigozzo, Diego Henrique de Almeida, Felipe Hideyoshi Icimoto, Laurenn Borges de Macedo, Carlito Calil Junior, and Francisco Antonio Rocco Lahr. "Nondestructive Evaluation of Timber Columns of a Capela Bridge in the State of São Paulo, Brazil." Advanced Materials Research 778 (September 2013): 258–64. http://dx.doi.org/10.4028/www.scientific.net/amr.778.258.

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After years of exposure in environmental conditions, the wood is subject to decay by chemical, mechanical, physical and biological agents. Consequently its physical and mechanical properties can be reduced, affecting their use. Timber used in bridge sustention columns is subject to intense decay process, mainly in outcrop area (area in contact to the ground), the most critical situation, because of the best combination of humidity e oxygen, factors that provide wood decay organisms. Decay process can be minimized with preventive maintenance, as wood impregnation with preservatives, before installation of the timber. After wood is installed, a periodical maintenance is necessary to conserve and prolong its life time. Thus, the aim of this study is to evaluate degradation occurred in timber columns used in Capela Bridge sustention, built with mixed system of wood and concrete, after 10-years-old of use. Located in Piracicaba - SP, Brazil, the bridge was made with Corymbia citriodora CCA-treated. The columns strength and degradation conditions were evaluated in 2 points with isntrumented driller. Point A was approximately 1,5 m of the ground and point B was in outcrop area. Instrumented driller results showed that all the columns, in both points, presented good strength and had no degradation level.

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37

Kasal, Bohumil, and Andreas Heiduschke. "The Use of High-Strength Composites in the Reinforcement of Timber." Advanced Materials Research 133-134 (October 2010): 941–46. http://dx.doi.org/10.4028/www.scientific.net/amr.133-134.941.

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The use of high-strength composites in the reinforcement of structural timber has been documented to enhance the strength and stiffness of wood structural members. Global reinforcement is applied over the entire surface of the reinforced member. Local reinforcement is a targeted strengthening of highly-stressed zones susceptible to failure. Both types of reinforcement enhance the capacity of the reinforced members and mitigate brittle failure modes. This paper presents an overview of the application of fiber-based composites in the reinforcement of beams, columns and connections of timber structures and discusses the state-of-the-art technologies in reinforcement. The applications are illustrated on the reinforcement of beams, arches, frames and beam-to-column connections.

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Wan, Jia, Qing Fang Niu, Guan Feng Qiao, and Tie Ying Li. "Finite Element Analysis of Chinese Traditional Hall-Style Timber Structure." Advanced Materials Research 1008-1009 (August 2014): 1201–4. http://dx.doi.org/10.4028/www.scientific.net/amr.1008-1009.1201.

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This paper uses general finite element software Abaqus to simulate three Chinese traditional hall-style structures recorded in the book <<Yingzao Fashi>>. With Abaqus having an advantage in dealing with contact problems, three hall-style timber structure finite element analysis models have been established within the 3D solid element which is used to model beams, columns, brackets and other structural members in the modeling. Contact pairs also have been used to simulate the interaction between the structure members like beam-column contact pair, column-foot foundation contact pair and dougong-bracket beam contact pair and so on. In the modeling process, some simplifying assumptions have been used for many complex structural members and interactions between them being used in Chinese hall-style structure. The model was finally tested by gravity load and vertical load.

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de Carvalho, A. L. C., F. M. Leila, A. M. S. Dias, A. L. Christoforo, D. A. Lopes Silva, M. E. Silveira, and F. A. R. Lahr. "Numerical Analyses of Timber Columns Reinforced by Particulate Composite Material." Open Construction and Building Technology Journal 10, no. 1 (June 28, 2016): 442–49. http://dx.doi.org/10.2174/1874836801610010442.

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Beams are structural elements commonly used in structure for construction designs. Usually wood is applied as structural elements and its use is very important because it is a material of renewable source, low density and satisfactory mechanical performance. When the wood surface is not properly treated, the structure can be destroyed not only by environmental conditions but also the attack of insects, compromising the structural design. This research presents the use of a particulate composite material of epoxy resin reinforced with white Portland cement in order to be applied as repair in timber columns. The mechanical performance of this material is essentially numerical, based on the Finite Element Method. The wood used in the simulation was the Eucalyptus grandis. The elastic properties were obtained from the specialist literature in the field of timber structures. The results of numerical simulations in terms of tension and buckling loads, the inclusion of the composite in the damaged regions (for all dimensions of the defects studied) provided buckling load results significantly higher than the buckling load values for the conditions without composite, and near to the values of the buckling loads without defect, highlighting the good performance of the particulate composite material in the repair of timber columns.

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Fatehi Makki, Ragheed, Salah Talib Nimnim, and Ashraf Aamir Mohamed. "Load Carrying Capacity of Timber Columns Strengthening by Steel Jacket." Journal of Engineering and Applied Sciences 14, no. 18 (November 10, 2019): 6747–52. http://dx.doi.org/10.36478/jeasci.2019.6747.6752.

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Cachim, P. B. "Assessment of Eurocode 5 for fire design of timber columns." Proceedings of the Institution of Civil Engineers - Construction Materials 162, no. 4 (November 2009): 151–56. http://dx.doi.org/10.1680/coma.2009.162.4.151.

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Jumaat, Mohammad Zamin. "Analysis of Built‐up Timber Columns Using Matrix Progression Method." Journal of Structural Engineering 117, no. 7 (July 1991): 1911–28. http://dx.doi.org/10.1061/(asce)0733-9445(1991)117:7(1911).

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Karampour, Hassan, Mélanie Bourges, Benoit P. Gilbert, Andrew Bismire, Henri Bailleres, and Hong Guan. "Compressive behaviour of novel timber-filled steel tubular (TFST) columns." Construction and Building Materials 238 (March 2020): 117734. http://dx.doi.org/10.1016/j.conbuildmat.2019.117734.

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Christoforo, André L., Túlio H. Panzera, Fabiano B. Batista, Paulo H. R. Borges, Francisco A. R. Lahr, and Claudenir F. Franco. "The position effect of structural Eucalyptus round timber on the flexural modulus of elasticity." Engenharia Agrícola 31, no. 6 (December 2011): 1219–25. http://dx.doi.org/10.1590/s0100-69162011000600019.

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Round timber has great use in civil construction, performing the function of beams, columns, foundations, poles for power distribution among others, with the advantage of not being processed, such as lumber. The structural design of round timber requires determining the elastic properties, mainly the modulus of elasticity. The Brazilian standards responsible for the stiffness and strength determination of round timber are in effect for over twenty years with no technical review. Round timber, for generally present an axis with non-zero curvature according to the position of the element in the bending test, may exhibit different values of modulus of elasticity. This study aims to analyze the position effect of Eucalyptus grandis round timber on the flexural modulus of elasticity. The three-point bending test was evaluated in two different positions based on the longitudinal rotation of the round timber element. The results revealed that at least two different positions of the round timber element are desired to obtain significant modulus of elasticity.

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Qu, Qin, Xiao Yan Zheng, and Xiang Tao Chen. "Nonlinear Static Analysis of Staggered Truss Steel-Timber Combined Structure." Advanced Materials Research 163-167 (December 2010): 2082–88. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2082.

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This paper, combined the characteristics of steel structure and timber structure, conceives a new system of residential structures—staggered truss steel-timber combined structure, carries out structural arrangement and optimization design on a six-layer residence, and makes a study on its seismic performance under rare earthquake. The author uses commercial structural analysis softwareto establish a basic model, conducts pushover analysis, draws the load-displacement curve, then getsthe capacity spectrum of the model, next compares with the demand spectrum under 8 degrees (0.3g)rare earthquake, finally gets the performance point of the structure. The results show that the inter-story displacement angles can meet the limit of seismic code. Meanwhile auther analyzes the distribution and the appearance sequence of plastic hinges, plastic hinges mainly occur in the truss webs, the chords and the frame beams in succession, and the number of plastic hinges is more. Bottom columns finally appear plastic hinges. These phenomena meet the design requirement—strong column-weak beam.Finally this paper gets a conclusion that staggered truss steel-timber combined structure shows good seismic capacity.

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Shi, XiWang, Y. Frank Chen, JinYong Chen, QingShan Yang, and TieYing Li. "Experimental Assessment on the Hysteretic Behavior of a Full-Scale Traditional Chinese Timber Structure Using a Synchronous Loading Technique." Advances in Materials Science and Engineering 2018 (2018): 1–15. http://dx.doi.org/10.1155/2018/5729198.

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In traditional Chinese timber structures, few tie beams were used between columns, and the column base was placed directly on a stone base. In order to study the hysteretic behavior of such structures, a full-scale model was established. The model size was determined according to the requirements of an eighth grade material system specified in the architectural treatise Ying-zao-fa-shi written during the Song Dynasty. In light of the vertical lift and drop of the test model during horizontal reciprocating motions, the horizontal low-cycle reciprocating loading experiments were conducted using a synchronous loading technique. By analyzing the load-displacement hysteresis curves, envelope curves, deformation capacity, energy dissipation, and change in stiffness under different vertical loads, it is found that the timber frame exhibits obvious signs of self-restoring and favorable plastic deformation capacity. As the horizontal displacement increases, the equivalent viscous damping coefficient generally declines first and then increases. At the same time, the stiffness degrades rapidly first and then decreases slowly. Increasing vertical loading will improve the deformation, energy-dissipation capacity, and stiffness of the timber frame.

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Shekhorkina, S., M. Savytskyi, and T. Kovtun-Gorbachova. "STRUCTURAL SOLUTION AND METHOD OF CALCULATION OF GLUED LAMINATED TIMBER BEAM AND COLUMN JOINTS." Municipal economy of cities 4, no. 157 (September 25, 2020): 12–17. http://dx.doi.org/10.33042/2522-1809-2020-4-157-12-17.

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The current trend in the construction industry is the development of projects of multi-storey buildings with a hybrid structural system using mainly timber load-bearing elements. The joints of load-bearing elements are criti-cal points of the frame with glued timber structures in terms of ensuring the load-bearing capacity and servicea-bility of the entire system. Existing publications in this area are mainly aimed at theoretical and experimental as-sessment of the stress-strain state of joints, while information on the construction of components for multi-storey buildings and recommendations for their design is extremely insufficient. The article presents structural solutions of the joints of glued laminated timber columns and beams, namely, hinged, which takes and transmits to the col-umn the support reaction of the beam, and rigid, which in addition to the support reaction takes the bending mo-ment. The support reaction from the beam to the column is transferred through a bolted connection and a T-shaped welded metal element. The bending moment is taken by two angles, which are fixed to the beam and welded to a vertical plate. Criteria of conformity of the proposed joints to load-bearing capacity requirements are pro-posed. The load-bearing capacity of the joint under the action of the support shear force is determined by the shear strength of the bolts in the column; the embedment strength of the metal of the T-shaped plate in the hole and bearing capacity of the bolted connection in the timber element. The action of the support bending moment requires the strength of the angles fastening to the beam and wood in the area of the bolts installation. A detailed algorithm for calculating the proposed design solutions in accordance with the requirements of the design stand-ards has been developed. Keywords: joint, glued laminated timber, beam, column, bearing capacity.

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Cotter, John, and Rasim Guldiken. "Cost-Effective Bulk Glass Reinforced Composite Columns." Journal of Composites Science 4, no. 2 (May 2, 2020): 47. http://dx.doi.org/10.3390/jcs4020047.

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The cost of construction has been increasing, stemming mostly from increased material costs. One potential method to address this issue is the introduction of novel composites for use in structural applications. Bulk glass may prove to be a superior compositing material due to its low cost and high strength. The introduction of bulk soda-lime glass to structural applications is nontrivial; due to glass’ unique properties, such as its relatively low Young’s modulus (when compared to steel) and brittleness, compositing glass has proven difficult. A novel concept of a glass-reinforced composite column (GRCC) is introduced that works to benefit from glass’ unique properties for structural applications. The results indicate that GRCCs can be designed that have costs that are estimated to be 11% less than typical timber construction members. Additionally, GRCCs are estimated to provide a 50% cost advantage over similarly strong structural steel sections. By interpreting the results of finite element modeling, which was conducted iteratively to form buckling load to cost curves, three regions were identified that occur as the glass percentage is increased. These regions also exist with columns made of other materials (such as steel). Additionally, the finite element modeling (FEM)-determined shear stresses have smaller values than the shear strengths of typical sizing agents. In conclusion, GRCCs provide significant cost advantages (up to 50% cost reduction) over steel, and slight cost advantages when compared to structural timbers, although GRCCs have the added benefit of consisting of non-degrading materials.

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KAKAE, Norichika, Kouta NISHIMURA, Keiichi MIYAMOTO, Nobuaki HATTORI, Keisuke ANDOU, Toshiro HARADA, Daisuke KAMIKAWA, and Masayuki MIYABAYASHI. "BURNING BEHAVIOUR ON FIRE-PREVENTIVE GLUED LAMINATED TIMBER OF SEVERAL COLUMNS." AIJ Journal of Technology and Design 22, no. 52 (2016): 997–1002. http://dx.doi.org/10.3130/aijt.22.997.

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Zhang, Weiping, Xiaobin Song, Xianglin Gu, and Hongyong Tang. "Compressive Behavior of Longitudinally Cracked Timber Columns Retrofitted Using FRP Sheets." Journal of Structural Engineering 138, no. 1 (January 2012): 90–98. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000423.

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