• Vol 9, No 3 (2018)
  • Civil Engineering

Collapse Simulation of Ammu Hawu Traditional Timber House in Nusa Tenggara Timur, Indonesia

Cindy Novaria Nada Karina, Ali Awaludin, Bambang Suhendro, Pang-jo Chun


Cite this article as:
Karina, C.N.N., Awaludin, A., Suhendro, B., Chun, P., 2018. Collapse Simulation of Ammu Hawu Traditional Timber House in Nusa Tenggara Timur, Indonesia. International Journal of Technology. Volume 9(3), pp.513-525
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Cindy Novaria Nada Karina Department of Civil and Environmental Engineering, Faculty of Engineering, ehime University
Ali Awaludin - Department of Civil and Environmental Engineering, Faculty of Engineering, Universitas Gadjah Mada
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Bambang Suhendro Department of Civil and Environmental Engineering, Faculty of Engineering, Universitas Gadjah Mada
Pang-jo Chun Department of Civil and Environmental Engineering, Faculty of Engineering, Ehime University
Email to Corresponding Author

Abstract
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This study aims to analyze the collapse mechanism of an Ammu Hawutraditional Indonesian house, which has palm wood (Borassus flabellifer) as its main material, by using Wallstat program and extended distinct element method. Wallstat is a collapse analysis program used to determine a building’s damage status and likelihood of collapseduring an earthquake. A total of 10 models were generated for numerical simulation. Among them, 1 represented the original structure, 4 were bracing reinforced models, and 5 were shear-wall reinforced models. These models were observed under the conditions of the ElCentro (1940) and Kobe (1995) earthquakes. Results showed that the models reinforced with diagonal bracings used at the first story of the Ammu Hawu house were significantly more effective in collapse prevention than the shear wall reinforcement at the second story.

Ammu Hawu traditional house; Bracings; Extended distinct element method; Shear walls; Wallstat program

Introduction

Kinasih et al. (2014) found that 2,081 earthquakes occurred in Indonesia’s Lesser Sunda Islands (LSI) or Nusa Tenggara region at coordinates 9°S and 120°E during the 1900 to 2014 period. Among these earthquakes, 1,709 had a 4–4.9 magnitude, 336 had a 5–5.9 magnitude, and 36 had a 6–8 magnitude. An earthquake visualization of the LSI region is presented in Figure 1.

In general, factors that influence the failure of traditional Indonesian houses due to earthquakes include  the following: proximity to the epicenter, local geological  formation, high  population density, and imperfect construction (Idham, 2010). Traditional timber houses were not developed with structural engineering considerations, but they can withstand earthquakes without damage to their structural components; one example was the OmoHadatraditional house in North Sumatra province, which survived the 7.7-magnitude Nias earthquake (USGS, 2009). These facts show that traditional houses that use timber materials as their main structural components are able to satisfy earthquake-resistant requirements (Awaludin, 2010 & Awaludin, 2012).

Although many timber structures have survived earthquakes, some of them have collapsed probably due to the failure of connections. As lateral movement effects during earthquakes are resisted by the stiffness of connections, the structure would collapse if these connections are not strong enough (Triyadi & Harapan, 2009). Moreover, earthquakes areunpredictable and unpreventable natural phenomena.

 

Experimental Methods

At the first stage, previous related works were reviewed to understand the general structural behavior of traditional timber houses. The literature review was followed by identifying the Ammu Hawu house as the research object in terms of its geometry, history of collapse behavior under earthquakes, and overall structural components. From this step, the position of the vertical shear wall and additional timber shear walls can be determined by using Cashew program, version 1.0. Then, 3D models of the house were generated using Wallstat program, version 1.09. All elements, including frames, walls, and weight of the overall structure, were simulated in the Wallstat program. After the 3D models were developed, partial experimental

Results and Discussion

Analysis and simulation models of the Ammu Hawu house were tested on the basis of the El Centro earthquake at point A (x,y,z = 3.8 m, 3.48 m, 0 m, respectively) at the upper end of column 81 and at point B at the edge of beam 301, as shown in Figure7.

Based on the output data from Wallstat, model 0 completely collapsed at 18 s, as shown in Figure8. As illustrated in Figure9, the deformation of point A drastically moved along the time duration. The base shear force and internal force reached their maximum point at a period between 9 and 12 s, which is close to the collapse time of the entire structure. The results showed that maximum internal and base shear forces occurred at the same time when the structure was about to collapse completely.

In this study, 10 models, including an original model and models with braces and shear walls, were analyzed under the El Centro (1940) and Kobe (1995) earthquake conditions. The analysis considered the effects of the earthquakes on collapse time, base shear force values, internal force values, and cross-section controls. Table 7 shows the collapse time of each model under the two earthquakes. The results indicate that, in terms of collapse time, the collapse mechanism of the models reinforced with braces provide a better outcome than that of the models reinforced by vertical shear walls.

Conclusion

In this study, 10 structural models numbered from 0 to 9 were generated in the Wallstat program. Model 0 showed the original structure without any reinforcement. Models 1 to 5 were equipped with vertical shear walls, and models 6 to 9 had diagonal bracings. Each reinforced model had a different bracing or shear wall configuration. These models were observed under the conditions of the El Centro (1940) and Kobe (1995) earthquakes. The results were then analyzed considering the earthquake effects on collapse time, base shear-force values, internal force values, and cross-section controls. The results indicated that generally, the models with bracing reinforcement exhibited better results than those with vertical shear walls. Thus, these research findings can be used as a reference to provide ideas in strengthening traditional heritage houses so that they can withstand future earthquakes.

Acknowledgement

The authors would like to thank I Ketut Suwantara research team PTPT of Denpasar for supporting this research project by providing required data and partial experimental results on the Ammu Hawu house in NTT province.

References

Anonymous, 1983. Peraturan Pembebanan Indonesia untuk Gedung (PPIUG)

Awaludin, A., Pribadi A., 2012.Lateral Resistance of Sengon Wooden Panel with Nail Cutting Tools due to Monotonic and Cyclic Loads (Tahanan Lateral Panel Kayu Sengon dengan Alat Sambung Paku Akibat Beban Monotonik dan Siklik). Thesis report, Civil and Environmental Engineering Department, Gadjah Mada University

Awaludin, A., 2010. A Review on Indonesian Traditional Timber House Sustainability. In: Proceeding of the International Conference on Sustainable Built Environment, Yogyakarta

Awaludin, A. 2012.Development of Structural Walls made from LVL Sengon (Paraserianthes falcataria): Basic Mechanical Properties.In:  Sustainable Civil Engineering Structures and Construction Material (SCESCM) Conference, Gadjah Mada University, Yogyakarta

Building Research Institute, 2010. Wallstat Manual E-book

Idham N.C.,2010.Why the Javanese Houses Have Failed in the 2006 Earthquake. In: Proceeding of the International Conference on Sustainable Built Environment (ICSBE), Volume 1, pp. 121–128

Kinasih, I.P., Wiriasto, G.W.,Kanata, B., Zubaidah, T., 2014.Lesser Sunda Islands Earthquake Inter-occurence Times Distribution Modeling, International Journal of Technology, Volume5(3), pp. 242–250

Nakagawa, T, Ohta M.,2003.Collapsing Process Simulations of Timber Structures under Dynamic Loading I: Numerical Simulations of the Real Size Wooden Houses.Journal of Wood Science, Volume 49(5), pp. 392–397

Nakagawa, T., Ohta M.,2003. Collapsing Process Simulations of Timber Structures under Dynamic Loading II: Simplification and Quantification of the Calculating Method.Journal of Wood Science, Volume 49(6), pp.499–504

Nakagawa, T., Ohta M.,Tsuchimoto, T., Kawai, N., 2010.Collapsing Process Simulations of Timber Structures under Dynamic Loading III: Numerical Simulations of the Real-size Wooden Houses.Journal of Wood Science, Volume 56(4), pp.284–292

Suwantara I.K., Rusli., 2013. Experimental Research on Friction Shear of Kayk Lontar Column Connection with Stone at Ammu Hawu House, NTT province (Penelitian Eksperimen Geser Friksi Sambungan tiang Kayk Lontar dengan Batu pada Rumah Ammu Hawu, Provinsi NTT.Jurnal Teoritis dan Terapan Bidang Rekayasa Sipil, Volume 20(2), pp. 79–86

Standar Nasional Indonesia (SNI), 2000. 03-xxxx-2000: Procedures for Wood Structure Planning for Building Buildings(Tata Cara Perencanaan Struktur Kayu Untuk Bangunan Gedung) Beta Version, Bandung

Triyadi S., Harapan A., 2009. Lesson Learn from Traditional Sustainable Construction.In: Proceedings of the International Conference on Sustainable Infrastructure and Built Environment, Bandung, West Java, November 2-3

USGS Earthquake Hazards, 2009.Availbale online at http://earthquake.usgs.gov/