Changeset 3171
- Timestamp:
- Jun 16, 2006, 2:17:43 PM (18 years ago)
- Location:
- production/onslow_2006/report
- Files:
-
- 6 edited
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anuga.tex (modified) (1 diff)
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computational_setup.tex (modified) (2 diffs)
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damage.tex (modified) (2 diffs)
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interpretation.tex (modified) (3 diffs)
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modelling_methodology.tex (modified) (1 diff)
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references.tex (modified) (1 diff)
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production/onslow_2006/report/anuga.tex
r3169 r3171 23 23 Section \ref{sec:tsunamiscenario}) 24 24 \item forcing terms (such as wind) 25 \item development of numerical requirements25 \item computational requirements relating to the mesh construction 26 26 \end{itemize} 27 27 -
production/onslow_2006/report/computational_setup.tex
r3170 r3171 3 3 The cell size is chosen to balance 4 4 computational time and desired resolution in areas of interest, 5 particularly in the interface between the on and offshore 6 as mentioned in Section \ref{sec:}. 5 particularly in the interface between the on and offshore. 7 6 Figure \ref{fig:onslow_area} illustrates the data extent for the 8 7 scenario, the study area and where further mesh refinement has been made. … … 40 39 data is a series of survey points which is typically not supplied on a fixed 41 40 grid which complicates the issue of determining an appropriate cell area. 41 In addition, the data is not necessarily complete, as can be 42 seen in Figure \ref{fig:onslow_area}. 42 43 In the deep water modelling such as MOST, 43 44 the minimum model resolution is chosen so that there at -
production/onslow_2006/report/damage.tex
r3169 r3171 19 19 housing survey}. 20 20 21 Once the maximum inundation is calculated for each building, the resultant22 damage23 can be determined as a function of its type and location from the24 coastline, \cite{ken:damage}.25 26 results here27 28 21 Impact on indigeneous communities are important considerations when determining 29 22 tsunami impact, especially as a number of communities exist in coastal regions. … … 33 26 in Figure 34 27 \ref{fig:points}. The population of the Bindibindi community is 140 35 and is situated in a potentially vulnerable location. 28 and is situated below the 1.5m AHD contour as seen in Figure \ref{fig:points} 29 which indicates it is inundated prior to the tsunami wave arriving. 30 At 0m AHD, over 3m of water will inundate parts of the community (Figure 31 \ref{fig:gaugeBindiBindiCommunity}) which indicates significant loss. 32 33 Once the maximum inundation is calculated for each building, the resultant 34 damage 35 can be determined as a function of its type and location from the 36 coastline, \cite{ken:damage}. The damage to the residential 37 structures in the Onslow community 38 is summarised in Table \ref{table:damageoutput}. 39 40 \begin{table} 41 \label{table:damageoutput} 42 \begin{tabular}{l|l|l|l|l|l|l|l|l|l|l|\hline 43 & Houses Inundated & Houses Collapsed & Structural Repair Cost 44 & Structural Total Value & Contents Losses & Contents Total Value 45 & Minor Injuries & Moderate & Serious & Fatal \\ \hline 46 1.5m AHD & 90 & 14 & & & & 59 & 17 & 8 & 83 \\ hline 47 0m AHD & 54 & 1 & & & & 43 & 11 & 6 & 20 \\ hline 48 -1.5m AHD & 0 & 0 & & & & 0 & 0 & 0 & 0 \\ hline 49 \end{tabular} 50 \end{table} 51 36 52 37 53 discussion on Mary's outputs -
production/onslow_2006/report/interpretation.tex
r3169 r3171 12 12 water level relative to AHD. 13 13 The graphs show these time series for 14 the three cases; 1.5 AHD, 0 AHD and -1.5AHD so that comparisons can14 the three cases; 1.5m AHD, 0m AHD and -1.5m AHD so that comparisons can 15 15 be made. To ease these comparisons, the graphs are shown on consistent 16 16 scales. … … 78 78 sand dunes are approximately 10m which is more than enough to halt 79 79 the largest of the tsunami waves which occurs for the 80 1.5 AHD simulation. There is inundation between the sand dunes at high80 1.5m AHD simulation. There is inundation between the sand dunes at high 81 81 tide, Figure \ref{fig:HAT_max_inundation}, however, this water 82 82 penetrated from the north east (via … … 89 89 90 90 The wave penetrates the river east of Onslow with increasingly 91 greater inundation between the -1.5 AHD and 1.5AHD simulations.91 greater inundation between the -1.5m AHD and 1.5m AHD simulations. 92 92 93 As expected, there is greater inundation at 1.5 AHD. The major road93 As expected, there is greater inundation at 1.5m AHD. The major road 94 94 into Onslow, the Onslow Mount Stuart Rd, remains free of inundation for 95 95 all simulations. Beadon Creek Rd which services the wharf in the 96 96 river becomes increasingly inundated as the initial condition 97 changes from 0 AHD to 1.5AHD. Only the98 entry to the wharf on Beadon Creek Rd is sufficiently inundated at -1.5 AHD99 to stop traffic. At 1.5 AHD however, essentially the entire road97 changes from 0m AHD to 1.5m AHD. Only the 98 entry to the wharf on Beadon Creek Rd is sufficiently inundated at -1.5m AHD 99 to stop traffic. At 1.5m AHD however, essentially the entire road 100 100 would be impassable. 101 101 102 102 There is significant inundation of at 103 least 2m on the foreshore of Onslow for 0 AHD and 1.5AHD.104 The inundation extent increases the initial condition increases above 0 AHD,103 least 2m on the foreshore of Onslow for 0m AHD and 1.5m AHD. 104 The inundation extent increases the initial condition increases above 0m AHD, 105 105 pushing the edges 106 106 of the majority of the road infrastructure in the Onslow town centre. -
production/onslow_2006/report/modelling_methodology.tex
r3169 r3171 7 7 The maximal wave height at a fixed contour line near the coastline 8 8 (e.g.\ 50m) is then reported as the hazard to communities ashore. 9 Models such as Method of Splitting Tsunami es (MOST) \cite{VT:MOST} and9 Models such as Method of Splitting Tsunamis (MOST) \cite{VT:MOST} and 10 10 ``URS model'' \cite{xxx} follow this paradigm. 11 11 -
production/onslow_2006/report/references.tex
r3166 r3171 5 5 6 6 \bibitem{VT:MOST} Titov, V.V., and F.I. Gonzalez (1997) 7 mplementation and testing of the Method of Splitting7 Implementation and testing of the Method of Splitting 8 8 Tsunami (MOST) model, NOAA Technical Memorandum ERL PMEL-112. 9 9
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