Lateral stability of two-floor wooden house
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1 Lateral stability of two-floor wooden house Dias, Antonio A. 1, and Fiorelli, Juliano 2 ABSTRACT This work presents the results of a study that had as objective evaluates the structural stability of a timber construction of two pavements, when submitted by horizontal efforts. This evaluation was made through experimentation, being applied horizontal efforts, simulating the action of the wind, and measuring horizontal displacements. To evaluate the structural stability from unit 1, a sample simulating the wind loads over the building was made, according to the rule (NBR 6123) Forças Devidas ao Vento em Edificações. In this sample, horizontal loads were applied on the top of building and horizontal displacements were measured in many points. The main conclusions obtained are, the rigidity is larger in the module of the construction with wood panels, due to larger rigidity of this panel, in comparison with the earth straw panel. For the earth straw panel, can be observed lateral transference of force for the adjacent panel; this occurs due the great displacements of the panel that mobilized the adjacent panel. The panels of earth straw need of auxiliary bracing; because he have small rigidity. INTRODUCTION This work is inserted in a research program with study the use of alternative materials, as the reforestation wood, especially eucalyptus and pinus, in social house, in the attempt of proposing new constructive technologies to the Brazilian consuming market. The respective work presents the results of a study that had as objective evaluates the structural stability of a timber construction of two floors, when submitted by horizontal efforts. This evaluation was made through experimentation, being applied horizontal efforts, simulating the action of the wind, and measuring horizontal displacements. MATERIALS AND METHODS The construction has modular structural system beam-column, using sawed timber of the species Eucalyptus citriodora (fig.1). The columns have square cross section (12x12 cm), and the beans have cross section "I" (6x12+2x2,5x1 cm). The connections of the columns and beams, they are made by steel plate, as presented in fig.2. More information about that construction you encounter in (Ino & Shimbo 1999). 1 Asst. Professor, São Paulo University, São Carlos Engineering School, Department of Structural Engineering, São Carlos, SP, Brazil; dias@sc.usp.br - Av. Dr. Carlos Botelho, 1465-caixa postal 359-CEP São Carlos - SP, Brazil;-Tel/fax: (55) MSc Engineering Student, São Paulo University, São Carlos Engineering School - fiorelli@sc.usp.br Financial Support: FAPESP Fundação de Amparo a Pesquuisa do Estado de São Paulo.
2 Figure 1- Structural system unit 2 Bean I Steel U plate and bold Figure 2- Steel plate used in the connection of the beam with the columns The option for the beam-column system was in function of the difficulty of insure frame behavior that is, with the connections between the beams and the columns transmitting moment. Like this, the connection is not capable to transmit moment. This type of structural composition demands the existence of bracing, so that the construction behaves as a rigidity volume, resisting to the forces in all the directions. The fig. 3 and 4 illustrate the unit 2. Figure 3- Plant Unit 2
3 Cross-section BB 2 Figure 4- Cross-section 2. The built experimental unit is made of two floors and tree modules. The height of each floor is 2,4 meters and each module has an area in plant of 9m 2, distinguished by the type of wall system. One of the modules has wall system panels in wood of the waterproof particle board type and timber structural Pinus elliotti. The panels have wood diagonals for travamento of the structure, making possible an increase of your rigidity, as presented in fig internal finishing, pinus 2. prefabricated frame 3. waterproof particle board 4. slat to fix external finishing 5. external finishing lumber, pinus 6. piece to cover the slit between finishing lumber Figure 5- Wood panel The other module has wall system in earth straw, constructive system where is mixed earth and straw. These panels don't possess any bracing. 1. internal finishing, plaster 2. prefabricated frame 3. Blocks earth straw 4. slat to fix external finishing 5. external finishing lumber, pinus 6. piece to cover the slit between finishing lumber Figure 6- Panel of earth straw
4 To evaluate the structural stability of the construction, tests were accomplished simulating the wind action.. The applied loads were calculated in agreement with the rule (NBR 6123)-Forças Devidas ao Vento em Edificações, da (Associação Brasileira de Normas Técnicas 1988). In the tests, the simulation of the action wind was made through the application of one force in the top of the construction. To facilitate the accomplishment of the tests, the force was applied inclined. The vertical component of the force causes small compression stress in the column, is not considerate. The maximum horizontal force applied was 1,78kN. The fig. 7 presents the local of application of the force and the positions where the displacements were measured, suitable for the letters of A-B-C. The point C refers to the adjacent panel. C A B Cabo de aço Figure 7- Model of tests realized in the Unit 2 The loads were applied in the transverse straight of the construction. The displacements were measured in the opposite side of application of the forces. For application of the load, a steel cable was used. The force was measured using a ring dynamometric. The fig. 8 illustrates the realization of the test. For each force increment, the corresponding displacement was measured. Figure 8- Load application in the unit 2
5 RESULTS The results obtained during the experimentation are presented in the tables 1. Table 1: Data of the test in the unit 2 Horizontal Force (kn) Displacement mm (Modules wood panel) Displacement mm (Modules Earth straw) A B C A B C As illustration, the fig. 9 present the elastic observed in the panels in relation to the results, when of the application the maximum force. Height (m) Height x Displacement 5.2 (wood) 2,5 2,5 (earth straw) Displacement (mm/1) Figure 9-Height x horizontal displacement of the construction 2 Can be observed that the wood panels present typical behavior of shear deformation. For the panels of earth straw occurs largest deformation, due to absence of auxiliary bracing. The figure 1 and 11, present graphs of force x displacement, for the panels where there was direct application of the force and for the adjacent panels.
6 Force x Displacement Force (kn) Wood Earth straw Displacement (mm/1) Figure 1-Force x displacement for panel wood and earth straw Force (kn) Force x Displacement (adjacent panel) Adjacent panel earth straw Adjacent panel wood Displacement (mm/1) Figure 11-Force x displacement for adjacent panel of the earth straw CONCLUSION The main conclusions were: The rigidity is larger in the module of the construction with wood panels, due to larger rigidity of this panel, in comparison with the earth straw panel. For the earth straw panel, can be observed lateral transference of force for the adjacent panel; this occurs due the great displacements of the panel that mobilized the adjacent panel. The panels of earth straw need of auxiliary bracing; because he have small rigidity. REFERENCES Associação Brasileira de Normas Técnicas NBR-6123-Forças Devidas ao Vento em Edificações, ABNT, Rio de Janeiro. INO, A. SHIMBO, I Experimental Construction of two and three Storey Wooden Housing. 1 st SYMPOSIUM ON TIMBER ENGINNERING september,. Pág RILEM
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