Huntap (Permanent dwelling) is a building intended for people whose houses are affected by disasters. The main requirement is that the building be proven to survive if an earthquake occurs around the Permanent dwelling located in the future. This research begins with the completion of the architectural drawing of the Banua Tadulako’s House (Rumbako) according to input from the Spatial Planning and Settlement Service of Palu City and the Directorate of Housing and Settlement Engineering Development of the Ministry of PUPR. The next process is the preparation of materials and equipment. Structural analysis using SAP 2000 software. Based on the analysis and simulation results, the following results are obtained: The stresses that occur on the surface of the wall do not exceed the allowable stress of the brick wall infill material, The cross-sectional capacity of the reinforcing steel is quite safe against the combination of loading applied to the structure. The basic seismic shear force of the structure capacity from the pushover analysis is 226 kN. More than the design earthquake force of 121 kN. Minimum connection details and truss structural elements have been calculated and qualify the requirements for strength and stress ratio.

The development of utilization of low quality wood as construction material is needed to reduce the exploitation of natural forests. However, low quality wood species have disadvantages in terms of mechanical properties. The mechanical properties of Sengon wood are relatively low, so it does not qualify as a structural element. Therefore, the system glulam can be applied to overcome this problem. The system glulam can produce relatively light structural elements with adequate performance. This system has been extensively developed, even at the stage of applying external reinforcement, to improve the performance of structural laminated beams. On that basis, this study aims to determine the flexural strength of laminated beams of Sengon wood as a low quality wood species. In order to achieve this goal, the laminated beam was tested using method four point bending test method. Tests were carried out on long span laminated beams (L = 2750 mm) to observe flexural strength. There are five (5) laminated blocks tested, namely (BLS-1, BLS-2, BLS-3, BLS-4 and BLS-5). Each group has dimensions of 55 mm in width and 155 mm in height. Each specimen consists of six layers of wood boards with a density Falcata 0.3 g / cm3. The thickness of each layer was 26 mm and bonded with resin urea formaldehyde cold setting. Double-sided adhesive laying of 350 gr / m2 at a compressive force of 2 MPa. The analysis result shows that the load-deflection relationship between BS-L consists of linear and nonlinear phases. The load performance characteristics of the two types of laminated beams are expressed as the ratio of the proportional limit load to the maximum load. The ratio value is expressed in the form P eBL-s = 0.7P max BL-S andM eBL-s = 0.7M max BL-S. This form is similar to previous studies with a Pe to Pmax ratio of 0.80.9. In this case, the average flexural strength of the laminated beam is 17 MPa with a maximum strain of 0.004.