PERILAKU SAMBUNGAN KOMPOSIT KAYU-BETON DENGAN ALAT SAMBUNG SEKRUP KUNCI TERHADAP BEBAN LATERAL

• Main Authors: , EFA SURIANI, , Ali Awaludin, ST., M.Eng., Ph.D
• Format: Theses and Dissertations NonPeerReviewed
• Published: [Yogyakarta] : Universitas Gadjah Mada 2012
• Subjects: ETD
• Online Access: https://repository.ugm.ac.id/118501/; http://etd.ugm.ac.id/index.php?mod=penelitian_detail&sub=PenelitianDetail&act=view&typ=html&buku_id=58473
• Institution: Universitas Gadjah Mada

Construction timber for conventional wooden house at the joint foundation pedestals with wooden beams using anchor. Installation of anchor done by predrilled holes in the wood first and then the local casted with foundation. In its development, the wooden house can be made in the form of assembled or knocked down. So, what if the connection should be investigated with beams foundation is connected with using a lag-screw and foundation pedestals replaced with concrete foundations without reinforcement. In this study, the evaluation of lateral resistance was carried out by testing the shear joint with monotonic loading and the analysis method was adopted from EYM (European Yield Model). The woods used in this study included: Toona sureni (specific gravity: 0,45), Swietenia mahagoni (specific gravity:0,51) and Artocarpus heterophyllus (specific gravity:0,54) with actual concrete qualities of 15,93 MPa and 21,27 MPa. Diameters of the lag-screw, covering ring and Fischer were 8 mm (130 mm length), 22.8 mm, and S14, respectively. The lag-screw setting was started by drilling larger hole on to the timber and concrete. Fischer was then inserted into the concrete part in order to increase the withdrawal resistance of the lag-screw. Results of this research showed that the increase of the specific gravity would also increase the lateral resistance as well the initial slip modulus. The value of experimental shear resistance (5% offset method and failure mode IV) for compressive strength to 15.93 MPa in a row is 6 kN (Toona sureni), 6.58 kN (Swietenia mahogany), and 7.68 kN (Artocarpus heterophyllus). For compressive strength concrete to 21.27 MPa is 5.92 kN (Toona sureni), 6.96 kN (Swietenia mahogany), and 6.58 kN (Artocarpus heterophyllus). The percentage of shear resistance of the predictions with experiment is for theory 1 (NDS) of 4.45% - 36.40% and theory 2 is 15.5%-48.15%. These results show shear resistance to prediction equation EYM close enough shear resistance of the test results. The post elastic lateral also increased which was indicated by the flexural plastic deformation of the lag-screw. In addition, dowel bearing strength of concrete test results compared with NDS regulations (1997) is also nearing (difference 9.84% to 15.93 f'c MPa and 22.91% to 21.27 f'c MPa). Connection stiffness values for f�c 15.93 MPa at 1.99 kN/mm (Toona sureni), 2.29 kN/mm (Swietenia mahogany), and 2.5 kN/mm (Artocarpus Heterophyllus), for f�c 21.27 MPa at 2.04 kN/mm (Toona sureni), 2.11 kN/mm (Swietenia mahogany), and 2.49 kN/mm (Artocarpus heterophyllus).