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“...Damage Assessment of Cultural Heritage Structures after the 2015 Gorklia, Nepal, Earthquake: A Case Study of Jagannath Temple
Sujan Shrestha,a) Bipin Shrestha,b) Manjip Shakya,c) and Prem Nath Maskeyd)
The Gorkha, Nepal, earthquake and the series of aftershocks that followed have damaged many heritage structures in and around Kathmandu Valley, including UNESCO World Heritage Sites (WHSs). This paper summarizes observed damage to the heritage structures of diverse typologies within the UNESCO WHSs of Kathmandu Valley. As a part of the investigation, inspection survey and damage assessment were carried out for Jagannath Temple, one of the partially damaged monuments in the Kathmandu Durbar Square WHS. .Ambient vibration and in-situ tests using the pendulum hammer, the rebound hammer, and in-place push on masonry walls were performed. Finite-element models of the structure were developed, and the results were analyzed and compared with field observations. Based on the observed damages and...”
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“...S370
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(a) Before Gorkha EQ
(b) After 1934 EQ
Figure 8. Jagarmath Temple before and after earthquake.
(c) After Gorkha 2015 EQ
wooden planks and rafters, and a wooden floor system. The temple was heavily damaged during the Mw 8 Great Nepal-Bihar Earthquake of 1934 (Figure 8b) and was reconstructed from the plinth level in 1935. In 2000, both roofs of the temple were restored completely, and some repair work in the wood-crafted elements was carried out (KVPT 2000).
After the 2015 Gorkha earthquake, a comprehensive visual damage assessment of the temple was prepared, as shown in Figure 9a. It was found that two types of mortar (lime and mud) had been used during reconstruction in 1935. Most of the ground floor brick walls were built up with lime mortar (Figure 9b), whereas the first-floor brick walls and top-floor walls were constructed with mud mortar. The top-floor masonry wall was heavily damaged, with significant diagonal tension shear cracks through the brick and mortar...”
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Existing damage to one of the top walls is shown in Figure 9d. In comparison with the stress distribution in seismic loading in the positive A-direction (+EQX) (Figures 10c and lOd), the induced tensile and shear stresses were found to be beyond the permissible range. The absence of any confining wooden members caused diagonal tensile shear cracks to develop in the brick masonry. Similar behavior was also observed in the Great Nepal-Bihar earthquake of 1934 (K.VPT 2000). For the restoration design of the structure, horizontal and vertical bands for the wooden elements have been proposed to increase resistance to shear forces and out-of-plane deformation (Gulkan 2004, the Langenbach 2010, Karantoni 2016).
To evaluate the effectiveness of wooden bands, an analysis was carried out using timber frames, in both vertical and horizontal directions, in the inner wall (Figure lOe). The analysis revealed that induced stresses would be significantly reduced in this way and thus...”
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