Advantages Of Linear Dynamic Analysis

5. Noble, Charles, and Larry Nuss. (2004). Nonlinear seismic analysis of Morrow Point Dam. 13th World Conference on Earthquake Engineering. Accessed March 8, 2015.

An earthquake also causes the ground to shake. Which some buildings can’t take the intensity

Fig. 1. (a) Schematic view of the structure at rest. (b) Schematic view under external acceleration

Experiment Two: Stiffness Report from laboratory work performed on 12 May 2011 as a part of the unit of study CIVL2201 Structural Mechanics

This study aims to develop life-cycle cost functions (LCCF) for typical reinforced concrete (R/C) buildings located in Mexico City by training an Artificial Neural Network (ANN) model. The total expected cost includes the initial cost and the cost of the damage caused by possible ground motions at the site of interest. The present value of the cost includes: initial cost, repair or reconstruction cost, cost of damage to the contents, costs associated to the loss of life or injuries and economic losses. The damage index induced by earthquakes is associated to the maximum interstory drifts (MID), and for this purpose the structural performance is evaluated using probabilistic models. The occurrence of earthquakes is assumed to be modeled by a

Depending upon the number of levels of outriggers and their stiffness, the perimeter columns of an outrigger structure perform a composite behavior with the core. When compared to single-storey outrigger structures, multi-storey outriggers have better lateral resistance, and thus efficiency in the structural behavior. However, each extra outrigger storey enhances the lateral stiffness, but by a smaller amount than the previous

A large derelict building is to be converted into industrial storage. The building contains an external hoist that was used to raise loads to the top floor of the structure. The building appears structurally secure but the local planning office requires evidence of some structural calculations before awarding planning permission.

Marmara Region of Istanbul has a history of catastrophic earthquakes such as the ones that struck on 17 August 1999 (Mw=7.4) and12 November 1999 (Mw=7.2). This led to the introduction of Istanbul Earthquake Rapid Response and Early Warning System (IERREWS) as a preventive measure for future earthquakes occurrences. This system consists of a dense network of 100 strong motion recorders located in the metropolitan area of Istanbul, 10 near the Great Marmara Fault and 40 more located at important structures (Mert et al 2004). The early warning system of the (IERREWS) is based on exceeding of predetermined thresholds values for the peak ground acceleration (PGA) and Cumulative Absolute Velocity (CAV) it has three alarm levels. If the value of CAV exceeds the threshold value it is considered a vote and within a specified time interval if the threshold value is exceeded in 2 or 3 stations the first alarm is declared. The original CAV has been modified to Bracketed CAV (BCAV) which is a summation of the maximum acceleration value exceeding a threshold value within a specific time domain generally at a one second interval. A recently modified version of the BCAV called the Windowed Bracketed CAV (BCAV-W) has been suggested which integrates the maximum acceleration values for a window length of 8 seconds. For the bracketed CAV window the threshold values suggested for the three alarm levels are 0.20, 0.40 and 0.70 m/s (Alcik et al 2009).

The earthquake forces developed at a building differs for different floor levels. This force is supposed to be brought down along the shortest height to the ground or it may path results in poor performance of the

The system is based on the idea of a structural frame of reinforced concrete, built with standard elements. The ground floor is raised and there is an open plan. It consisted of a skeleton with 6 columns and slab cantilevers (Dom-ino Houses [sa]). Big opened up spaces are made use of, this emphasizes a free interior where one is able to place partitions in order to divide up different spaces. The empty shells allow for flexibility and

Abstract—The design of tall and slender structures is controlled by three governing factors, strength (material capacity), stiffness (drift) and serviceability (motion perception and accelerations), produced by the action of lateral loading, such as wind and earthquake. Outrigger systems are generally very effective in fulfilling the serviceability requirements of tall buildings. This research conducted a study on effectiveness of outrigger truss by simplified method to introduce the normal buildings that can be minimized the deflection as the buildings with outrigger. Two and three outrigger levels are used in 40 and 50 storey square shape buildings respectively. From this result, the engineers can run the buildings without using outrigger to get the minimum deflection as the buildings with outrigger but the base shear is larger than outrigger buildings significantly. Therefore, for the proposed buildings to get minimum deflection, the outrigger is more effective than simplified method.

1. When building a structure to withstand an earthquake, there are many ideas and strategies necessary to consider in order to create a successful building. In order to conserve resources and manage the limited building time effectively, I had to consider the most important areas to reinforce my tower. For example, my group spent much of our time building reinforcements between joints and areas that would be under strain during testing (such as the bases of each of our tower’s floors). This focus on areas that would be more vital to the survival of our tower during testing proved to be extremely important to my group because we were able to make much-needed last-minute adjustments and improvements to our tower with the excess time that our efficient reinforcement design created. Another consideration that my group had to make when designing our tower was how to build the structure sturdily enough to hold the required weight that our tower must carry during the tests. To do this, my group planned two rigid floors that were reinforced with multiple sturdy supports comprised of straws and popsicle sticks. In addition, my group also secured our floors be securely attaching each one to our tower’s frame with rubber bands, tape, and string. Despite the challenges that these considerations presented during the building and design process of the Earthquake structure project, carefully contemplating and observing each one proved to be a decisive factor in the

The core of probabilistic seismic risk analysis includes two parts: couples (1) ground motion hazard analysis for the site of interest; (2) the fragility analysis of the structure (located on that site) with respect to potential ground motion intensities. These two parts have been introduced in last few chapters, so the next step is to combine all information about demand and capacity of the structure to compute the final risk results.

Seismic hazard analysis is an important tool in mitigating risks in the event of a disastrous seismic event like an earthquake. This can be done by studying the behaviour of the soil in locations that are within seismically active regions using several geophysical methods. This project employs the use the cost-effective microtremor method in studying the site response in Kathmandu, Nepal, following the April 25, 2015 M7.8 Gorkha. Analysis of the field data will yield information that could be used by the Government and people of Kathmandu, Nepal, in reviewing their building construction codes and other policies to minimize casualties in the event of an earthquake. This is very important considering the location of Kathmandu which is within the seismically active Himalayas.

Probabilistic assessment of seismic hazard involves determining either the probability of exceeding a specified ground motion, or the ground motion that has a specified probability of being exceeded over a particular time period.