COVENIN 1756 PDF

NORMA COVENIN (Review ). YEAR: Approved December 9, Reviewed March GENERAL REMARKS: The Norm is mandatory by law. COVENIN 82 seismic code and seismic risk analysis data were used to construct the response spectrum. Furthermore, the earthquake time duration. Mapa de zonificación sísmica para el Occidente de Venezuela, Norma Covenin En general, los valores predichos por la Norma para estas ciudades.

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CYPE-Connect was implemented in the previous program version The analyses were performed using ZEUS-NL software [ 18 ], which allows to model complex structures with “n” number of finite elements, thus to know the elements in the building which are most vulnerable to damage. These are generated automatically depending on a fracture criterion which relates the damage suffered by an element with the relative displacement of its ends.

This analysis results are plotted in a displacement vs. Among these tools any procedure was chosen: Point deviation loads of straight sloped tendon spans and representation of the horizontal component of the anchorage Calculation of the base shear when floors below ground level are not considered in the dynamic analysis CYPE-Connect Joints V.

Results obtained from dynamic non-linear analysis confirmed the results obtained from the application of the Quadrants Method. The seismic performance of the new designed building was tested with the Quadrants Method and dynamic analysis, showing that the resizing structure met all the Limit States used in this research. Maximum torsional moments for seismic combinations. The damage occurred in buildings after an earthquake indicates the need for reliable methodologies for the evaluation of seismic behavior of the existing buildings.

In small increments of linear loads, equilibrium is expressed as:. Each building is modeled in two dimensions, spitting each frame to get a more detailed response for the seismic behavior of each frame; a 3D dynamic analysis was applied to the ER model.

Furthermore several behaviour models of the building are considered corresponding to different situations or states of these elements. V-braced frames; structural models; seismic response; fragility curves; damage models I. Through the use of mathematical models and computational tools, seismic behavior of the building is obtained in a suitable way.

Many researches are being developed in order to generate artificial accelerograms compatible with the norm spectra. To determine the values of structural ductility it was necessary to plot the idealized curve in function of the capacity curve obtained from non-linear pseudo-static analysis pushover analysisin order to know the point at which the structure begins to yield.

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From dynamic analyses, there were determined global and interstorey drifts of each frame from all three models studied. Once activated, another option appears: This structure represents a common typology used for residential buildings in Venezuela, for prone seismic zones. These restorative forces are calculated from:. Report justifying the calculation of the internal thermal energy This report justifies the calculation of the internal thermal energy of the occupied units of the building units which can be obtained for each occupied unit or for a group of them.

It is usually obtained from the idealized shape of the Capacity Curve as is shown in the Figure 2 [ 16 ]. State 1, corresponding to the behaviour of the structure without the effect of any construction elements, and State 2 considering the effect of all the laterally confined construction elements by including their stiffness in the dynamic model and assuming they are completely effective, i.

Thus, this paper presents a proposal for the generation of an artificial accelerogram compatible with a regulatory response spectrum. It is evident that for the accelerograms used, the maximum torsional moments occurs in the extreme columns and in the columns located in the intersection of the structure. Nonlinear analysis The structures are modeled by incorporating the structural response when it incurs in the material and geometrical non-linear range, produced by high deformations caused by accidental excitations earthquakes [ 11 ].

The Interaction of the structure with the construction elements module allows users to consider the effect the non-structural elements have on the structure during an earthquake and as of the RB and DBDB buildings reached drifts values below this limit, proving good seismic performance on both buildings; OB presented drifts values which exceeded this limit. Over 21, IntechOpen readers like this topic Help us write another book on this subject and reach those readers Suggest a book topic Books open for submissions.

We are IntechOpen, the world’s leading publisher of Open Access books. This will be the Final state. In Figure 3 are shown the Venezuelan rigid-soil elastic design spectrum with the response spectra obtained from the synthetic accelerograms. On the other hand, when designing in accordance to some seismic standards, the minimum base shear condition must be met when a dynamic analysis modal spectral is applied.

The maximum values of response are plotted against the intensity of seismic signal [ 21 – 22 ]. The non-linear dynamic analyses provide a set of curves which are a graphical representation of the evolution of the drifts respect time.

In other words, if users deactivate this option, the program only takes into account the floors above ground level when calculating the base shear using the static method. Gran Mariscal con calle Kennedy Edif. Structural ductility for each evaluated building covebin are presented in Table 5.

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Seismic Evaluation of Low Rise RC Framed Building Designed According to Venezuelan Codes

The current tendency of earthquake engineering in the evaluation of structural behavior is the application of simplified mechanical methods based on performance, involving the capacity spectrum [ 5 ], because there are developed refined models and detailed analysis.

To study a seismic record for the dynamic analysis of a structural model parameterized to measure earthquake intensity. In this method the structure is subjected to one or more seismic records scaled to intensity levels that increase progressively. Additionally, within the tendon coveinn box, the horizontal component of the force which causes it to anchor in the slab, is drawn on the axis of the longitudinal section of the slab, as well as the moment that is represented by the eccentricity this component could have when the anchorage is not situated in the axis of the beam.

PRESENTACIÓN –

Similarly, interstorey drifts for applied earthquakes, R1, R2 and R3 with its three intensities, were obtained. As the structure is analysed several times, if all the cracked intermediate states are considered as of the first analysis, the design process of 156 structure could be quite long.

A more reliable and sophisticated method is the 2D no linear dynamic analysis, where it can be better determined the likely behavior of the building in response to the earthquake. Edited by Sebastiano D’Amico. Our readership spans scientists, professors, researchers, librarians, 176 students, as well as business professionals. Seismic action used hybrid accelerograms with spectral signals similar to the design spectrum characteristic of the Barquisimeto-Cabudare metropolitan zone in Lara State.

Then it is essential to continuously make progress and research in the field of earthquake engineering and upgrade the seismic design codes.

It can be concluded that V-braced model presented a better overall performance than X-braced model, but in both cases non- braced frames showed much greater damage due to dynamic actions.

These loads are represented in the tendon editing box and also on ccovenin with the other tendon covsnin loads. Conclusions In order to know the seismic response of the studied building it were used analytical methods considering the seismic hazard level and structural regularity criteria.