Tsunami drawdown definition forex
Besides, the ocean bathymetry, specific dimensions as shown in Fig. In the experiment, topography, hydrology and geology of the coast have tsunami runup was simulated while the tsunami great influence in determination of tsunami runup drawdown was not considered in the study. Figure 1. Schematic diagram of the experimental setup mm mm mm mm mm 28 mm I-Beam Deck Simplified Deck Box Girder 28 mm 28 mm mm 65 mm Figure 2. Constructed bridge models 2 Long period solitary wave was generated by sudden Tsunami forces and the wave pressures acted on the releasing of mass water built up in a water tank.
By bridge models were recorded by the load cell and varying the released volume from the tank, different pressure gauges respectively. The positions of pressure wave forms and wave forces were produced. In this gauges were attached to the position of interest to study experiment, water height of 0. There were total five to generate the wave with nominal wave height of 60 mm pressure gauges used in the experiment and all five at the location of bridge model.
Upon released, water pressure gauges were attached to the mid span distance flowing through the wave baffle was regulated and whole span is mm of the bridge model. The front eventually broke into bores and surges after travelling face of the bridge model was defined as the face facing past the slope of The broken wave which consisted the incident wave and hit directly by the wave.
Before of bores and surges then propagated across all remaining the experiment was carried out, the bridge model with wave flume sections. The travelled broken wave then deck clearance of 30 mm was mounted onto an I-section attacked the bridge model which was located at the with a load cell was installed on the flume. However, wave gauge and current meter at the location 3. Each case of studied was repeated instrumentation and data acquisition system used in the at least three times to ensure the repeatability of the experiment.
Capacitance type wave gauges were used to experiment. The velocities of the flow in the flume for various wave heights were 4. Results and Discussion recorded by electromagnetic type current meter at V2 4. Both wave gauge and current meter were installed at H2 and V2 with the absence of the model The nature of the tsunami wave attack on the bridge during measurement. The wave height and velocity at H2 models greatly depends on the relationship between the and V2 were then correlated with the wave height at H1.
The instant the wave model. Video and digital cameras were used to capture first reaches the point that directly parallel downward to the wave motion acting on the building model. Schematic diagram of instrumentation and data acquisition system 3 Figure 4. Position of pressure gauges on each bridge model Load cell Pressure gauge Bridge model Figure 5. Sequence of wave attack on bridge model SH30W60 When the leading edge of the wave reaches the front face result in a standing wave which continually strike the of bridge model, the wave flows beneath the model.
The model until the wave height reduces over time. The model is then gush over by incoming wave and totally or wave height increases gradually and achieves its nominal partially submerges under water, which depending on the wave height of 60 mm. The model is then struck by the deck clearance. Such sequential wave attack is similarly incoming wave, creating a splash up impact force on the observed for all cases where the nominal wave is higher model. The combination of downward water along the than the bridge model.
After that, the The recorded force time histories for three bridge total vertical force in all three bridge models has models: simplified bridge model, I-beam deck and box increases. One possible reason might due to the uplift girder deck model with the incident wave and nominal force acting on the bridge models is greater than the wave height around 60 mm at deck clearance of 30 mm downward force.
The maximum Fig. The force then decreases gradually All bridge models are subjected to incident wave with to zero when the wave heights at both front and back nominal wave height of 60 mm with deck clearance of 30 faces of bridge models are equal. Based on the mm. The pressure shown in Fig. The front face pressure of all 7. The wave induced force is mainly contributed by bridge models exhibited similar trend as the horizontal the incident surge up force that subtracted to the resultant force.
This is because most of the front face drawback force that accumulates at the back face of the pressure was contributed to the horizontal resultant force. As for total vertical force Fz. Then, the wave is followed hydrostatic pressure for a much longer period by the higher surge up wave, which has higher level than subsequently.
Besides, it can be observed that the the elevation of each bridge models, causing an maximum horizontal resultant force occurs almost the overtopping onto the deck surface. Therefore, additional same time instance with the occurrence of peak value of downward force has deduces the uplift force. The front face clearly shows the effect of overtopping onto the bridge pressure of all three bridge models are approximately 1. All three bridge models has experience the to 1.
Time histories of a wave forces and b wave pressures on SH30W60 bridge model a 15 b 2 10 1. Time histories of a wave forces and b wave pressures on IH30W60 bridge model 5 a 10 b 2 5 1. Time histories of a wave forces and b wave pressures on BH30W60 bridge model 1. Pressure distribution of simplified deck at Figure Pressure distribution of I-beam deck at front face front face pressure when the wave heights at the front face and back 1.
For the Mean bottom face pressure time histories of simplified deck 1. This 1. Therefore, the investigation of tsunami runup characteristic is extremely vital in the context of tsunami disaster management and mitigation plans. In many scenarios of tsunami incomings, evacuation which frees people to impact-resistant building or higher ground is executed.
However, the option can only work if and only if the evacuation center itself can withstand probable tsunami impact from structural failure. Incorrect estimation on the tsunami-induced forces on buildings could result in structural failure and thus endanger the life of escapees and evacuees. Therefore, the understanding on tsunami forces is vital in the proper design of tsunami-resistant structure [6].
The main objective of the study is to study the characteristics of tsunami wave and its impact onto the simplified onshore buildings total building height of 3. Background Since the past few decades, the experimental studies of wave pressures and forces on building structures had been investigated by Asakura et al. Several formulas have been proposed to evaluate the tsunami wave loadings on structures. Asakura et al.
As for Ohmori et al. He also proposes the empirical relationship of impulsive force to the hydrodynamic force. In Japan, Okada et al. Tsunami waves on buildings have been studied and explored widely by other countries such as Japan and United States.
However, Malaysia's design of coastal buildings in accordance to relevant standards and codes still halts at the infant stage due to the lack of knowledge on tsunami impact topics. Besides, the runup mechanisms and impact forces of tsunamis depend largely on the ocean bathymetry, topography, hydrology, and geology of the coast [16]. The prediction of tsunami behaviour and its impacts onto the shore of Penang Island using the established model of another shore is both improper and impractical.
Therefore, this study focuses on one common coastal profile in Penang Island in order to study the tsunami characteristics in Penang Island. Methodology 3. Data Collection In the study, the experiment simulated tsunami with nominal wave height of 4 m represented the maximum runup height of Indian Ocean Tsunami at Penang Island which was measured by Koh et al. Exported grid data was processed by Surfer11, a GIS mapping software to construct bathymetric contours and coastlines by using Kriging or Gaussian process regression method.
In order to evaluate the bathymetric plane slope profile, slice normal to the shoreline was made on the bathymetry contour Fig. The derived bathymetric profile which represented the slope of chosen shore was then used for the establishment of flume's platform in this study.
Figure 1. Profile slice normal to the shore of Penang Island 3. The laboratory setup consisted of a 40 m long, 1 m wide and 1 m deep wave flume for experimental studies on tsunami topics. The flume's platform represented the bathymetric profile of Penang shore as shown in Fig. The side walls of the flume are made from concrete Fig. The flume was comprised of a compound bed with continuous plane slope of and The bed of the shore was assumed to be rigid and without friction.
The compound bed ended with a horizontal flat plane where the downscaled building model subjected to tsunami loading was located. Single-storey and double-storey onshore buildings were simplified and simulated as rigid rectangular block models with mm x mm base which were constructed from acrylic plates as shown in Fig.
In the experiment, tsunami runup was simulated while the tsunami drawdown was not considered in the study. Figure 2. Schematic diagrams of the laboratory setup Figure 4. Wave flume Figure 5. Simplified onshore building models Long period solitary wave was generated by sudden releasing of mass water built up in a water tank located at the furthest left end of the flume.
By varying the released volume from the tank, different wave forms and wave forces were produced. In the experiment, water height of 0. Upon released, water flowing through the wave baffle was regulated and eventually broke into bores and surges after travelling past the slope of The broken wave which consisted of bores and surges then propagated across all remaining wave flume sections. Figure 6. Wave breaking sequence of simulated tsunami wave 3.
Physical Modeling The wave height, velocity, force and pressure are the physical quantities that were measured during the experiment. Wave profiles at H1 and H2 as shown in Fig. Electromagnetic type current meter was used to record the velocity of wave in the flume for various wave heights. As for the wave forces in the horizontal and vertical directions and pressures, these physical quantities were measured by a calibrated high frequency three-axis load cell and the diaphragm type pressure gauges.
The wave gauge was connected to the main unit, then together with the load cell and pressure gauges were connected to the data logger where the measured data were collected and stored. As for the current meter, it was connected directly to the computer through the main unit for the purpose of data acquisition and processing. The data were then converted into physical quantities using the calibration constants for each instrument.
Besides, digital camera and video recorder were used to capture the motion of wave acting on the building model. Figure 7. Schematic diagram of the instrumentation and data acquisition system During the experiment, the free flow condition of the wave without any model was first studied. Wave gauge and current meter were installed at same location of the model to measure the wave height and flow velocity respectively. At the same instance, wave height of upstream flow at location H1 was recorded in order to obtain the correlation between the magnitude of wave heights and velocity at these locations.
After the completion of the free flow simulation, building model with the total height of 36 mm H36 or 66 mm H66 which had been mounted onto an I-section with a load cell was installed on the flume and subjected to tsunami attacks Fig. The building model was located at a horizontal distance of 3. At this moment, wave gauge and current meter at the location of model were not installed to avoid the instruments' interference to the flow characteristics of tsunami wave near the building model.
The time histories of wave forces and pressure acted on the building model were then obtained. The arrangement and positions of pressure gauges attached on the models are shown in Fig. There are total eight pressure gauges used in the experiment. The front face of the model was defined as the face facing the incoming wave and hit directly by the wave. Figure 8. Building model instrumented with load cell and pressure gauges Figure 9. Position of pressure gauges on building models 4. Results and Discussion 4.
Wave Height and Wave Velocity at Building Model Time histories of wave height and wave velocity at the location of building model were recorded during free flow condition without the presence of model for incident wave with nominal height around 40 mm Fig. Based on the experimental results, it is observed that the incident wave with nominal height h of 40 mm attains its maximum wave height at the time of approximately 3 seconds after the wave first reach the location of building model.
As shown in Fig. Therefore, the maximum wave height does not occur at the same time instance with peak velocity flow. As the wave height increases overtime, the velocity of the corresponding wave decreases gradually.
Figure Wave height and wave velocity time histories at building model Video observation shows that the nature of the wave attack on building model depends largely on the relationship between model height and nominal wave height. At the initial impingement of the wave, wave with high velocity first strikes the model with a relatively small wave height.
As the leading edge of the wave strikes the H36 building model, part of the wave splashes up due to the obstruction of building model and falls freely on top of the building model which lead to massive wave impact. The remaining wave then splits and spreads to the sideway. At around 3 s, the model is gushed over by the incoming flowing wave with nominal wave height of 40 mm and submerged completely underwater until the wave passed after a considerable amount of time.
The wave is said to overtop the H36 building model. Such sequential wave attack is similarly observed for the H66 building model with height adequately greater than the wave nominal height, except where only minimal or no amount of water was found splashing down on the top surface of building model after the splashed up wave collapsed downward Fig.
After that, the H66 building model is partially submerged as the incoming flowing wave gushes over the building model. Therefore, the nature of the wave attack on building model is regardless of the wave height in this study, but mainly affected by the height of the building model.
Wave Force and Pressure on Building Model The recorded force time histories for the incident wave with nominal wave height around 40 mm are displayed in Fig. The maximum horizontal force Fx occurs during a time frame when nominal height of the wave is achieved by the flow. The force then decreases gradually until 0 when the wave heights at both front and back faces of building model are equal.
Based on the experimental results, H66 model has higher horizontal resultant force as compared to H36 model. The wave induced force is mainly dependent on the surface contact between the wave and the surface of the building model. As for the vertical force Fz , it increases slightly with time. As comparing with H66 model, H36 model has slightly lower vertical resultant force. In fact, vertical forces experienced by the building model during tsunami event consist of both uplift and additional gravitational forces.
This is evident for the case of H36 model as shown in Fig.
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Decrease risk on positions If you find yourself having lost on a few Forex trades, one of the best risk management strategies is to decrease your overall risk per trade. The trades you take with less risk will also be much less stressful. Profitable traders know to concentrate on just one or two targeted trades per day according to their trading plan.
The only time you can or should take multiple trades at once is if you have an open trade that is either risk-free or in profit. To avoid this, set multiple targets for your trades and close out parts of your position as each target is approached. Once price reaches 1. Reassess your trading strategy Market conditions are always changing and a trading strategy that used to work can stop working for whatever reason.
If you experience a lot of drawdown and a large string of losses, you may need to go back to a demo account and reasses your strategy to make any necessary tweaks before you start trading again. Re-evaluation your strategy can help preserve your remaining capital and better protect you from future drawdowns. Take a break and step away from the charts Finally, the most extreme, but sometimes the best option is to just stop trading and take a break from the charts.
Even the best Forex traders understand that there will be some days where you should just walk away from the charts, cease all trading activity, and focus on doing something else. You should practice some form of this: it helps to clear your head and you can return to the charts the next day with better focus.
Anyone who says otherwise is not a real trader. What differentiates good traders from bad traders is how they handle the drawdown. Some capital loss does not have to lead to more capital loss! Creative Currency helps you become profitable The content on this site is for educational purposes only.
This could cause a snowball effect on their drawdowns, which could end their trading career. Why is considering your drawdown important? Drawdowns help you assess the long-term sustainability of your trading system so that you can work on improving your risk management techniques and trading system..
With the proper techniques, you would be able to break even more easily as compared to trading aggressively and using leverages while attempting to recover the losses. How is Forex drawdown calculated? We shall now discuss 2 possible scenarios, the first with a large drawdown and the second with a smaller drawdown. The value of every pip is 20 and the drawdown of pips is 1, The value of every pip is 15 and the drawdown of pips is What does maximum drawdown mean? A maximum drawdown of a trade refers to the most amount of drawdown observed in your account until there is a new peak.
It is mostly measured in percentages. In other words, it is simply the greatest difference between the high and low of a trade. Its main purpose is to measure the greatest amount of losses, but without taking into consideration the frequency of losses and the recovery of losses. Maximum drawdowns can help to indicate the risk of having a downside trade for a specific duration or time period.
How to Improve Drawdown How to track drawdowns in your account There are 2 different methods in which you are able to track the drawdowns for your trades. The first way to do it is by using your myfxbook account. Log in to your myfxbook account and select account. Select the Drawdown tab under Charts. Observe the highest point of the graph to determine the maximum drawdown of your trades. You are also able to track the drawdowns in your account manually by using a spreadsheet such as Microsoft Excel or Google Sheets.
How do you do this? Import all your trades into the spreadsheet by selecting the File button, then the Import option. Create a column for Balance, then add your profits into the balance for every trade. Create a second column for Percentage Change to track the percentage of profits or loss. Create a third column for Running Percentage Change and with the MIN function, search for the maximum negative number for the maximum drawdown. Even if you are not using myfxbook, you are still able to easily track the maximum drawdown for your trades manually with the spreadsheet method.
Tips to decrease or mitigate drawdown As mentioned earlier, you would need to have a good Risk Management technique as well as a solid trading plan to help you mitigate drawdowns when trading. We will now discuss a little bit more about how you are able to minimize and manage your drawdowns.
Reducing your risk when trading What would happen if you lose many trades consecutively? You would know that this would result in a lot of losses, but what if the total amount of losses exceeds the amount in your trading account? This way, you would not be putting your account at a huge risk in the event that you lose a trade. Since the amount of risk per trade is reduced, therefore the drawdown would be reduced as well.
Establishing a cap for drawdowns Establishing a cap is arguably one of the most difficult measures to reduce drawdowns. While it sounds rather harsh, it is an effective way of mitigating drawdowns. If you wish, you are also able to adjust the cap to your preference, such as using a cap every week instead of every month. Take a break When experiencing drawdowns, most traders would be anxious to keep trading in order to recover their losses.
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