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Dowel Type Joints of Round Timber Exposed to Static and Cyclic Tension Forces
Available online at www.sciencedirect.com
ScienceDirect Procedia Engineering 114 (2015) 240 – 247
1st International Conference on Structural Integrity
Dowel type joints of round timber exposed to static and cyclic tension forces Antonín Lokaja, Kristýna Klajmonováb a
VŠB-Technical University of Ostrava, Faculty of Civil Engineering, Department of Building Structures, L. Podéště 1875/17, 708 33 Ostrava, Czech Republic b VŠB-Technical University of Ostrava, Faculty of Civil Engineering, Department of Building Structures, L. Podéště 1875/17, 708 33 Ostrava, Czech Republic
Abstract Timber constructions made of round timber are becoming increasingly popular nowadays. They concern both non-pedestrian and pedestrian bridges, watchtowers and playground equipment. If these constructions are designed with a truss supporting system, the element joints are often made of bolts with slotted-in steel plates. Joints in round timber do not have sufficient support in existing Eurocodes. The problem is also in the characterization of cyclically loaded round timber joints (fatigue loading in wood). The aim of this paper is to present the results of static and dynamic tensile tests of round timber bolted joints with slotted – in steel plates along the grains. Some of these round timber joints samples were reinforced in the timber part (near the bolt) with different components (screws, special washers, steel bands, performed steel plates and nails). The main reason of the reinforcing of the joints was to increase the carrying capacity and safety of these joints in tension. Based on the results of static and dynamic round timber bolted joints tests, reinforcement of the bolted joints significantly increased joint carrying capacity and reliability. by Elsevier Ltd. This an open Ltd. access article under the CC BY-NC-ND license © 2015 2015Published The Authors. Published by is Elsevier (http://creativecommons.org/licenses/by-nc-nd/4.0/). Peer-review under responsibility of INEGI - Institute of Science and Innovation in Mechanical and Industrial Engineering. Peer-review under responsibility of INEGI - Institute of Science and Innovation in Mechanical and Industrial Engineering
Keywords: Round; timber; bolt; joint; steel; plate; tension; force; static; cyclic;
* Corresponding author. Tel.: +420-59-732-1302. E-mail address: [email protected]
1877-7058 © 2015 Published by Elsevier Ltd. This is an open access article under the CC BY-NC-ND license
(http://creativecommons.org/licenses/by-nc-nd/4.0/). Peer-review under responsibility of INEGI - Institute of Science and Innovation in Mechanical and Industrial Engineering
doi:10.1016/j.proeng.2015.08.064
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
241
Fig. 1: Example of watchtower "Bohdanka" made of round timber.
1. Introduction Nowadays timber constructions made of round timber elements are becoming increasingly popular. They concerns non-pedestrian and pedestrian bridges, watchtowers and playground equipment. If these constructions are designed with a truss supporting system, the element connections are often made of bolts with slotted-in steel plates (gusset plates) as shown in Fig. 1 (and >3@, >5@, >6@). Round timber element connections do not have sufficient support in the existing European standards - Eurocodes 5 – see >1@. The problem is also in the characterization of cyclically loaded round timber joints (fatigue loading in wood or its combination with steel components – see >2@, >4@, >7@). It is necessary to know the response of these connections to static and dynamic loading for reliable structural design of constructions (such as bridges, footbridges, towers, etc.) which are subjected to dynamic loadings.
Nomenclature fy fu U ( )U ( )R Fdyn Fstat Frel N
Yield strength Ultimate tensile strength Density ...Unreinforced …Reinforced Dynamic force Carrying capacity of a statically tested joint Dynamic and static force ratio Number of cycles
2. Testing of static carrying capacity 2.1 Description of the static test samples and results of testing Samples bolt connections of round timber elements with slotted - in steel plates were tested for carrying capacity and deformation measurement of a single tension parallel to the grains – up to the connection failure. The carrying capacity and deformation of connections under static loading were measured in these tests and the results compared with the calculation of carrying capacity according to current European standard for design of timber structures –
242
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
Eurocode 5 - >1@ (indicating relations for steel-to-timber joint of squared timber). These tests were performed on the press machine EU100 with a recording system as shown in Fig. 2. A spruce round timber with a diameter of 120mm and a sample length of 450mm was used. Bolts made of high strength steel of a category 8.8 (fy = 640MPa, fu = 800MPa) with a diameter of 20mm were used. Connection plates made of steel S235 with a thickness of 8mm and width of 70mm were used. The holes for bolts in steel plates had a diameter of 22mm. Holes for bolts with a diameter of 20mm were made in the round timber. A few nondestructive tests were carried out before the start of the static tests in the press. The objective of these tests was to determine the quality of a round timber material, particularly its moisture and density. Each of the 47 test samples were weighed on a laboratory scale, their moisture and dimensions were measured and their density determined based on the measured values. The average moisture content of the round timber was 12%. The average value of an apparent density reached 487kg/m3. Bolt fractures were not observed in any test. The results of static testing of round timber bolted joints with slottedin steel plates strongly agreed with the calculated values according to the Eurocode 5 >1@, in spite of the relatively large dispersion of measured values (carrying capacity varied between 47kN and 111kN, mean value was 67,3kN). This high dispersion can be due to several factors, such as variability of mechanical properties of timber, presence of natural defects, wood growth conditions, manufacturing quality, among others.
Fig. 2: Press machine EU100 with test sample in tension test.
2.2 Joints Reinforcement The main purpose of a sample reinforcing is to delay the occurrence of a failure. In order to decrease the probability of a crack occurrence during a sample test, the reinforcement should be oriented perpendicularly to the grains (>4@). Six different approaches to the sample reinforcement were tested - applying the modified washers, applying the common and self-drilling wood screws, using steel plates and application of steel bands (see Fig. 3 and 4). For each kind of reinforcement twelve samples were tested. Modified Washers. For the modified washers approach, the washers were made of steel plate with a thickness 6mm, category S235. The dimensions of these plates were from 60mm to 100mm. Holes with a diameter of 22mm were used. The washers were rounded to fit tightly to the round timber sample, and the wood in the area of a bolt was clamped tightly as well.
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
243
Fig. 3: Half - models of reinforced joints of samples.
Performed plates. This is a steel plate with a thickness of 2mm and dimensions of 40mm to 120mm, provided with holes for convex-nails with a diameter of 4mm. The plate was fastened to a sample with four nails. One Screw. For the common wood screws approach, the tested screws had a diameter of 5mm and the length of 90mm. One screw was located under each bolt (in the direction of loading). The screws were oriented perpendicularly to the grains. Two Screws. The principle of reinforcement with two screws is similar to the one with just one screw. For the common wood screws approach, the tested screws had a diameter of 5mm and the length of 90mm. Two screws were opposite each other and located under each bolt (in the direction of loading). The screws were oriented perpendicularly to the grains. Steel Band. Next method is to tighten the end of the samples with a steel band. The band has a thickness of 0,9mm and a width of 9mm. Self-drilling Screw. The last method consists in a reinforcement with one self-drilling screw SFSintec with diameter of 6,5mm and length of 90mm.
Fig. 4: (a) Modified washer; (b) Performed steel plate and nails; (c) Steel band.
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Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
Fig. 5: Typical displacement of the joint reinforced by various way.
2.3 Results of reinforced samples static tests The weakest parts of a reinforced joint should be armed with an embedding of timber and a steel bolt, according to the relations for a double shear joints steel-to-timber type with a steel plate inside, even if this bolt is made of high strength steel. The joint failure was most likely caused by the achievement of the plastic carrying capacity of a bolt in bending by occurrence of a plastic hinge and disruption of a timber element. The deceleration of the force increase in relation to the displacement increase can be observed on Fig. 5. This indicates the bolt plastic deformation. All the testing samples collapsed by the disruption (splitting) of the sample. The samples disruption was caused by exceeding the timber strength in tension perpendicularly to the grains, but a block shear collapse was not observed. The fracture of the bolt was not observed in any test. Although it cannot be possible to draw certain conclusions due to the limited number of samples, the response of all the tested connection samples to the loading shows some similar behaviour. After the initial displacement of the joint (displacement about 5mm), which was caused by the different diameter of a bolt and a hole in a steel plate, the nearly linear phase of the “working diagram” of the joint follows up to 80 of the maximal carrying capacity. Audible cracking was observed over this border and after, the “plastic” phase of a joint displacement occurred (see Fig. 5). The rapid disruption of a timber element in the area between the bolt and the end of the round timber occurred in the final phase. Results of unreinforced and reinforced round timber joints in tension along the grains tests are displayed on Table 1. Table 1 contains an average density of unreinforced joints (UU (kg/m3)), reinforced joints (UR (kg/m3)), carrying capacity in tension of unreinforced joints (FU (kN)) and reinforced joints (FR (kN)). Figure 6 illustrates a relative increase of the reinforced joints carrying capacity by the different reinforcing techniques. The most effective kind of reinforcing seems to be reinforcing with modified washers and with selfdrilling screws (over 20). Table 1. Results of unreinforced and reinforced joints carrying capacity in tension along the grains UU [kg/m3]
FU [kN]
UR [kg/m3]
FR [kN]
Modified washers
447
65,2
454
81,9
One screw
441
73,9
445
82,4
Two screws
463
82,9
480
92,5
Steel band
440
78,5
438
83,6
Performed plates with nails
419
66,3
449
74,5
Self-drilling screw
419
66,3
397
81,1
Kind of joint reinforcement
245
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
Fig. 6: Relative increasing of joint’s carrying capacity caused by various kind of reinforcement.
3. Dynamic Tests of Bolted Joints Dynamic tests on similar testing samples were prepared on the basis of the results of static tests of the bolted joints carrying capacity. The dynamic tests were carried out on a pulsator device at ITAM CAS Prague as shown in Fig. 7. The magnitude of the tensile forces was between 80 and 140 of the average static carrying capacity of the joints. The various numbers of loading cycles (3 – 120000) was achieved. The test frequency was either 3Hz or 4Hz. Numerical recording of the tensile forces and displacements of joints during dynamic test are displayed in Fig. 9. The results of the dynamic tests on the unreinforced samples and samples reinforced by two common screws and modified washers are presented in Fig. 8. The trend of the relation between the carrying capacity of a joint loaded by dynamic forces (Fdyn) and the carrying capacity of a joint loaded statically (Fstat) – Frel can be seen, depending on the number of loading cycles in Fig. 8:
Frel
Fdyn Fstat
(1)
Fig. 7. (a) Dynamic tests at ITAM CAS Prague; (b), (c) Failure of a joint in tension test.
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Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
Fig. 8: Results of unreinforced and reinforced joints dynamic tests.
Fig. 9: Tensile forces and joint displacements recording during dynamic tests.
Fig. 10. Failure of unreinforced bolted joint by plug shear during dynamic test.
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
4. Discussion The results of the static tests of round timber bolted joints with slotted-in steel plates indicate well a correspondence with the calculated values according to Eurocode 5, in spite of the relatively large dispersion of the measured values. This high dispersion can be due to several reasons such as the variability of mechanical properties of timber, the presence of natural defects, growth conditions of wood, manufacturing quality, among others. Given the simplicity and the cost involved in its implementation, the reinforcement using a pair of two screws appeared to be the most suitable. The reinforcement of this connection led to an increase of the carrying capacity. After a fracture, unreinforced connections were therein developed, losing the connection ability to carry a load. On other hand, connections which are reinforced feature some sort of a residual carrying capacity even after having reached their maximal carrying capacity; albeit at the cost of a large deformation (see Fig. 5). During the dynamic testing (by multicycling passing loading), a smaller part (one third) of the tested samples failed in a different way, in contrast to the static tests, by plug shear (see Fig. 10). In several first cycles a small plastic zone in the timber element under the bolt can be observed, which protected the round timber element from the rapid development of initial crack. Due to the high dispersion of the carrying capacity of round timber bolted joints with slotted - in plates, it is pertinent to consider using some a probabilistic method such as the ones presented in >8@ - >10@ for the design and assessment of this type of joints. 5. Conclusions Based on the results of static and dynamic round timber bolted joints tests, reinforcement of the bolted joints significantly increased joint carrying capacity and reliability. Among used reinforcement methods, the most significant increase of joint capacity and reliability was observed on samples reinforced with modified washers and using self-drilling screws. Acknowledgement This outcome has been achieved with funds of Conceptual development of science, research and innovation assigned to VŠB - Technical University of Ostrava by Ministry of Education Youth and Sports of the Czech Republic in 2015 under identification number IP2215541. References [1] Eurocode 5-2004: Design of timber structures – Part 1-1: General rules and rules for buildings. [2] K. A. Malo et al. Fatigue Tests of Dowel Joints in Timber Structures, Part II: Fatigue Strength of Dowel Joints in Timber Structures. Nordic Timber Bridge Project, ISBN 82-7120-035-6. Nordic Timber Council AB, Stockholm, Sweden, 2012. [3] B. Straka, M. Šmak, Joints with steel elements in timber structures (in Czech), in: Proceedings of International Conference Timber buildings 2011. Volyně, pp. 151-158. ISBN 978-80-86837-33-8. [4] I. Smith et al. Fracture and Fatigue in Wood. John Wiley Sons, England, 2003. [5] H. J. Blass, P. Schädle. Ductility aspects of reinforced and non-reinforced joints, in: Engineering Structures 2011, Vol. 33, pp. 3018-3026.. [6] A. Lokaj, K. Klajmonová. Carrying Capacity of Round Timber Bolted Joints with Steel Plates Under Static Loading. Transactions of the VŠB – Technical University of Ostrava, Civil Engineering Series. Volume XII, Issue 2, Pages 100–105, ISSN (Online) 1804-4824, ISSN (Print) 1213-1962, DOI: 10.2478/v10160-012-0023-5, 2013. [7] A. Lokaj, K. Klajmonová. Round timber bolted joints exposed to static and dynamic loading, Wood Research, Vol. 59, Issue 3/2014, pp. 439448, 2014. [8] A. Lokaj, P. Marek. Simulation-based reliability assessment of timber structures, in: Proceedings of the 12th International Conference on Civil Structural and Environmental Engineering Computing. Funchal, Madeira, ISBN 978-190508830-0, 2009. [9] P. Marek et al. Probabilistic Assessment of Structures using Monte Carlo Simulation. Background, Exercises and Software, (2 nd edition), ITAM CAS, Prague, Czech Republic, ISBN 80-86246-19-1, 2003. [10] P. Marek, M. Guštar. Computer programs DamAc™, M-Star™ , AntHill™ (Copyright), Distr. ARTech, Nad Vinicí 7, 143 00 Praha 4, 1988 - 2001.
247
ScienceDirect Procedia Engineering 114 (2015) 240 – 247
1st International Conference on Structural Integrity
Dowel type joints of round timber exposed to static and cyclic tension forces Antonín Lokaja, Kristýna Klajmonováb a
VŠB-Technical University of Ostrava, Faculty of Civil Engineering, Department of Building Structures, L. Podéště 1875/17, 708 33 Ostrava, Czech Republic b VŠB-Technical University of Ostrava, Faculty of Civil Engineering, Department of Building Structures, L. Podéště 1875/17, 708 33 Ostrava, Czech Republic
Abstract Timber constructions made of round timber are becoming increasingly popular nowadays. They concern both non-pedestrian and pedestrian bridges, watchtowers and playground equipment. If these constructions are designed with a truss supporting system, the element joints are often made of bolts with slotted-in steel plates. Joints in round timber do not have sufficient support in existing Eurocodes. The problem is also in the characterization of cyclically loaded round timber joints (fatigue loading in wood). The aim of this paper is to present the results of static and dynamic tensile tests of round timber bolted joints with slotted – in steel plates along the grains. Some of these round timber joints samples were reinforced in the timber part (near the bolt) with different components (screws, special washers, steel bands, performed steel plates and nails). The main reason of the reinforcing of the joints was to increase the carrying capacity and safety of these joints in tension. Based on the results of static and dynamic round timber bolted joints tests, reinforcement of the bolted joints significantly increased joint carrying capacity and reliability. by Elsevier Ltd. This an open Ltd. access article under the CC BY-NC-ND license © 2015 2015Published The Authors. Published by is Elsevier (http://creativecommons.org/licenses/by-nc-nd/4.0/). Peer-review under responsibility of INEGI - Institute of Science and Innovation in Mechanical and Industrial Engineering. Peer-review under responsibility of INEGI - Institute of Science and Innovation in Mechanical and Industrial Engineering
Keywords: Round; timber; bolt; joint; steel; plate; tension; force; static; cyclic;
* Corresponding author. Tel.: +420-59-732-1302. E-mail address: [email protected]
1877-7058 © 2015 Published by Elsevier Ltd. This is an open access article under the CC BY-NC-ND license
(http://creativecommons.org/licenses/by-nc-nd/4.0/). Peer-review under responsibility of INEGI - Institute of Science and Innovation in Mechanical and Industrial Engineering
doi:10.1016/j.proeng.2015.08.064
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
241
Fig. 1: Example of watchtower "Bohdanka" made of round timber.
1. Introduction Nowadays timber constructions made of round timber elements are becoming increasingly popular. They concerns non-pedestrian and pedestrian bridges, watchtowers and playground equipment. If these constructions are designed with a truss supporting system, the element connections are often made of bolts with slotted-in steel plates (gusset plates) as shown in Fig. 1 (and >3@, >5@, >6@). Round timber element connections do not have sufficient support in the existing European standards - Eurocodes 5 – see >1@. The problem is also in the characterization of cyclically loaded round timber joints (fatigue loading in wood or its combination with steel components – see >2@, >4@, >7@). It is necessary to know the response of these connections to static and dynamic loading for reliable structural design of constructions (such as bridges, footbridges, towers, etc.) which are subjected to dynamic loadings.
Nomenclature fy fu U ( )U ( )R Fdyn Fstat Frel N
Yield strength Ultimate tensile strength Density ...Unreinforced …Reinforced Dynamic force Carrying capacity of a statically tested joint Dynamic and static force ratio Number of cycles
2. Testing of static carrying capacity 2.1 Description of the static test samples and results of testing Samples bolt connections of round timber elements with slotted - in steel plates were tested for carrying capacity and deformation measurement of a single tension parallel to the grains – up to the connection failure. The carrying capacity and deformation of connections under static loading were measured in these tests and the results compared with the calculation of carrying capacity according to current European standard for design of timber structures –
242
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
Eurocode 5 - >1@ (indicating relations for steel-to-timber joint of squared timber). These tests were performed on the press machine EU100 with a recording system as shown in Fig. 2. A spruce round timber with a diameter of 120mm and a sample length of 450mm was used. Bolts made of high strength steel of a category 8.8 (fy = 640MPa, fu = 800MPa) with a diameter of 20mm were used. Connection plates made of steel S235 with a thickness of 8mm and width of 70mm were used. The holes for bolts in steel plates had a diameter of 22mm. Holes for bolts with a diameter of 20mm were made in the round timber. A few nondestructive tests were carried out before the start of the static tests in the press. The objective of these tests was to determine the quality of a round timber material, particularly its moisture and density. Each of the 47 test samples were weighed on a laboratory scale, their moisture and dimensions were measured and their density determined based on the measured values. The average moisture content of the round timber was 12%. The average value of an apparent density reached 487kg/m3. Bolt fractures were not observed in any test. The results of static testing of round timber bolted joints with slottedin steel plates strongly agreed with the calculated values according to the Eurocode 5 >1@, in spite of the relatively large dispersion of measured values (carrying capacity varied between 47kN and 111kN, mean value was 67,3kN). This high dispersion can be due to several factors, such as variability of mechanical properties of timber, presence of natural defects, wood growth conditions, manufacturing quality, among others.
Fig. 2: Press machine EU100 with test sample in tension test.
2.2 Joints Reinforcement The main purpose of a sample reinforcing is to delay the occurrence of a failure. In order to decrease the probability of a crack occurrence during a sample test, the reinforcement should be oriented perpendicularly to the grains (>4@). Six different approaches to the sample reinforcement were tested - applying the modified washers, applying the common and self-drilling wood screws, using steel plates and application of steel bands (see Fig. 3 and 4). For each kind of reinforcement twelve samples were tested. Modified Washers. For the modified washers approach, the washers were made of steel plate with a thickness 6mm, category S235. The dimensions of these plates were from 60mm to 100mm. Holes with a diameter of 22mm were used. The washers were rounded to fit tightly to the round timber sample, and the wood in the area of a bolt was clamped tightly as well.
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
243
Fig. 3: Half - models of reinforced joints of samples.
Performed plates. This is a steel plate with a thickness of 2mm and dimensions of 40mm to 120mm, provided with holes for convex-nails with a diameter of 4mm. The plate was fastened to a sample with four nails. One Screw. For the common wood screws approach, the tested screws had a diameter of 5mm and the length of 90mm. One screw was located under each bolt (in the direction of loading). The screws were oriented perpendicularly to the grains. Two Screws. The principle of reinforcement with two screws is similar to the one with just one screw. For the common wood screws approach, the tested screws had a diameter of 5mm and the length of 90mm. Two screws were opposite each other and located under each bolt (in the direction of loading). The screws were oriented perpendicularly to the grains. Steel Band. Next method is to tighten the end of the samples with a steel band. The band has a thickness of 0,9mm and a width of 9mm. Self-drilling Screw. The last method consists in a reinforcement with one self-drilling screw SFSintec with diameter of 6,5mm and length of 90mm.
Fig. 4: (a) Modified washer; (b) Performed steel plate and nails; (c) Steel band.
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Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
Fig. 5: Typical displacement of the joint reinforced by various way.
2.3 Results of reinforced samples static tests The weakest parts of a reinforced joint should be armed with an embedding of timber and a steel bolt, according to the relations for a double shear joints steel-to-timber type with a steel plate inside, even if this bolt is made of high strength steel. The joint failure was most likely caused by the achievement of the plastic carrying capacity of a bolt in bending by occurrence of a plastic hinge and disruption of a timber element. The deceleration of the force increase in relation to the displacement increase can be observed on Fig. 5. This indicates the bolt plastic deformation. All the testing samples collapsed by the disruption (splitting) of the sample. The samples disruption was caused by exceeding the timber strength in tension perpendicularly to the grains, but a block shear collapse was not observed. The fracture of the bolt was not observed in any test. Although it cannot be possible to draw certain conclusions due to the limited number of samples, the response of all the tested connection samples to the loading shows some similar behaviour. After the initial displacement of the joint (displacement about 5mm), which was caused by the different diameter of a bolt and a hole in a steel plate, the nearly linear phase of the “working diagram” of the joint follows up to 80 of the maximal carrying capacity. Audible cracking was observed over this border and after, the “plastic” phase of a joint displacement occurred (see Fig. 5). The rapid disruption of a timber element in the area between the bolt and the end of the round timber occurred in the final phase. Results of unreinforced and reinforced round timber joints in tension along the grains tests are displayed on Table 1. Table 1 contains an average density of unreinforced joints (UU (kg/m3)), reinforced joints (UR (kg/m3)), carrying capacity in tension of unreinforced joints (FU (kN)) and reinforced joints (FR (kN)). Figure 6 illustrates a relative increase of the reinforced joints carrying capacity by the different reinforcing techniques. The most effective kind of reinforcing seems to be reinforcing with modified washers and with selfdrilling screws (over 20). Table 1. Results of unreinforced and reinforced joints carrying capacity in tension along the grains UU [kg/m3]
FU [kN]
UR [kg/m3]
FR [kN]
Modified washers
447
65,2
454
81,9
One screw
441
73,9
445
82,4
Two screws
463
82,9
480
92,5
Steel band
440
78,5
438
83,6
Performed plates with nails
419
66,3
449
74,5
Self-drilling screw
419
66,3
397
81,1
Kind of joint reinforcement
245
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
Fig. 6: Relative increasing of joint’s carrying capacity caused by various kind of reinforcement.
3. Dynamic Tests of Bolted Joints Dynamic tests on similar testing samples were prepared on the basis of the results of static tests of the bolted joints carrying capacity. The dynamic tests were carried out on a pulsator device at ITAM CAS Prague as shown in Fig. 7. The magnitude of the tensile forces was between 80 and 140 of the average static carrying capacity of the joints. The various numbers of loading cycles (3 – 120000) was achieved. The test frequency was either 3Hz or 4Hz. Numerical recording of the tensile forces and displacements of joints during dynamic test are displayed in Fig. 9. The results of the dynamic tests on the unreinforced samples and samples reinforced by two common screws and modified washers are presented in Fig. 8. The trend of the relation between the carrying capacity of a joint loaded by dynamic forces (Fdyn) and the carrying capacity of a joint loaded statically (Fstat) – Frel can be seen, depending on the number of loading cycles in Fig. 8:
Frel
Fdyn Fstat
(1)
Fig. 7. (a) Dynamic tests at ITAM CAS Prague; (b), (c) Failure of a joint in tension test.
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Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
Fig. 8: Results of unreinforced and reinforced joints dynamic tests.
Fig. 9: Tensile forces and joint displacements recording during dynamic tests.
Fig. 10. Failure of unreinforced bolted joint by plug shear during dynamic test.
Antonín Lokaj and Kristýna Klajmonová / Procedia Engineering 114 (2015) 240 – 247
4. Discussion The results of the static tests of round timber bolted joints with slotted-in steel plates indicate well a correspondence with the calculated values according to Eurocode 5, in spite of the relatively large dispersion of the measured values. This high dispersion can be due to several reasons such as the variability of mechanical properties of timber, the presence of natural defects, growth conditions of wood, manufacturing quality, among others. Given the simplicity and the cost involved in its implementation, the reinforcement using a pair of two screws appeared to be the most suitable. The reinforcement of this connection led to an increase of the carrying capacity. After a fracture, unreinforced connections were therein developed, losing the connection ability to carry a load. On other hand, connections which are reinforced feature some sort of a residual carrying capacity even after having reached their maximal carrying capacity; albeit at the cost of a large deformation (see Fig. 5). During the dynamic testing (by multicycling passing loading), a smaller part (one third) of the tested samples failed in a different way, in contrast to the static tests, by plug shear (see Fig. 10). In several first cycles a small plastic zone in the timber element under the bolt can be observed, which protected the round timber element from the rapid development of initial crack. Due to the high dispersion of the carrying capacity of round timber bolted joints with slotted - in plates, it is pertinent to consider using some a probabilistic method such as the ones presented in >8@ - >10@ for the design and assessment of this type of joints. 5. Conclusions Based on the results of static and dynamic round timber bolted joints tests, reinforcement of the bolted joints significantly increased joint carrying capacity and reliability. Among used reinforcement methods, the most significant increase of joint capacity and reliability was observed on samples reinforced with modified washers and using self-drilling screws. Acknowledgement This outcome has been achieved with funds of Conceptual development of science, research and innovation assigned to VŠB - Technical University of Ostrava by Ministry of Education Youth and Sports of the Czech Republic in 2015 under identification number IP2215541. References [1] Eurocode 5-2004: Design of timber structures – Part 1-1: General rules and rules for buildings. [2] K. A. Malo et al. Fatigue Tests of Dowel Joints in Timber Structures, Part II: Fatigue Strength of Dowel Joints in Timber Structures. Nordic Timber Bridge Project, ISBN 82-7120-035-6. Nordic Timber Council AB, Stockholm, Sweden, 2012. [3] B. Straka, M. Šmak, Joints with steel elements in timber structures (in Czech), in: Proceedings of International Conference Timber buildings 2011. Volyně, pp. 151-158. ISBN 978-80-86837-33-8. [4] I. Smith et al. Fracture and Fatigue in Wood. John Wiley Sons, England, 2003. [5] H. J. Blass, P. Schädle. Ductility aspects of reinforced and non-reinforced joints, in: Engineering Structures 2011, Vol. 33, pp. 3018-3026.. [6] A. Lokaj, K. Klajmonová. Carrying Capacity of Round Timber Bolted Joints with Steel Plates Under Static Loading. Transactions of the VŠB – Technical University of Ostrava, Civil Engineering Series. Volume XII, Issue 2, Pages 100–105, ISSN (Online) 1804-4824, ISSN (Print) 1213-1962, DOI: 10.2478/v10160-012-0023-5, 2013. [7] A. Lokaj, K. Klajmonová. Round timber bolted joints exposed to static and dynamic loading, Wood Research, Vol. 59, Issue 3/2014, pp. 439448, 2014. [8] A. Lokaj, P. Marek. Simulation-based reliability assessment of timber structures, in: Proceedings of the 12th International Conference on Civil Structural and Environmental Engineering Computing. Funchal, Madeira, ISBN 978-190508830-0, 2009. [9] P. Marek et al. Probabilistic Assessment of Structures using Monte Carlo Simulation. Background, Exercises and Software, (2 nd edition), ITAM CAS, Prague, Czech Republic, ISBN 80-86246-19-1, 2003. [10] P. Marek, M. Guštar. Computer programs DamAc™, M-Star™ , AntHill™ (Copyright), Distr. ARTech, Nad Vinicí 7, 143 00 Praha 4, 1988 - 2001.
247