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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The Quadrants Method can provide an objective criterion in order to upgrade the seismic capacity of a structure. Any uses or copies of this document in whole or in part must include the author’s name. The first one is the design elastic shear, obtained from the elastic analysis of the structure using the elastic design spectrum. Embed this code snippet in the HTML of your website to show this chapter.
The torsional moments for the other seismic combinations used in this study were obtained using the same procedure. Although strong seismic events are rare in Brazil, Brazilian structural engineers are often involved in such an analysis for neighboring Latin American countries. One direction ribbed slabs were modeled as rigid diaphragms in its plane by using additional elements with no flexural capacity Figure 4.
Nonetheless, and as it is covvenin possible to covenon for all these cases, it is recommended the A two story RC framed building was studied, Figure 1awhich contains internal staircase and m 2 total plan area.
The maximum values of response are plotted against the intensity of seismic signal [ 21 – 22 ]. If the performance point is on Quadrant III, the structure requires a more radical intervention, adding stiffness and lateral strength.
This number will determine which is the final state, if this state is not reached before the maximum number of iterations has been undertaken. 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 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.
With the global drifts, it was evaluated coveinn threshold of the collapse Limit State, which corresponds to the maximum value of 2. Therefore, for the first analyses, it is best if Only consider the final state is activated.
The procedure to perform the dynamic analysis from the seismic signal is:.
These three models differ only in the dimensions of its structural elements Table 1. Calculation of the base shear when floors below ground level are not considered in the dynamic analysis When CYPECAD carries out a dynamic analysis modal spectral to calculate the seismic action, users have the option to not consider any floors below ground level in the dynamic model. If the structure is on the Quadrant II, it is necessary to provide additional stiffness by using conventional procedures like RC or steel jacketing.
Additionally, within the tendon editing 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.
The damage or fracture suffered by the element causes its stiffness to vary. Software for ArchitectureEngineering and Construction.
Seismic Evaluation of Low Rise RC Framed Building Designed According to Venezuelan Codes
CYPE-Connect was implemented in the previous program version 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.
The building was modeled according its cobenin design, called original building OBwith plan asymmetry Figure 1b and one way 25 cm depth slabs in X direction.
Occurrence probabilityin 50 years. Using this module in CYPE-Connect, the program designs, checks and generates the detailing of coplanar joints composed of hollow structural sections, which are most commonly used in flat trusses with circular hollow sections, rectangular hollow sections, square hollow sections and hollow sections composed of two channels welded in a box.
Non-linear dynamic analysis was applied to all buildings in order to verify if the performance evaluated by the Quadrants Method is reliable in order to evaluate the fulfilment of the thresholds defined in covfnin precedent section. From this prediction it can be defined solutions for the reduction of structural vulnerability [ 3 ]. The capacity curves were normalized according to the weight of the buildings in order to unify the comparative criteria. Introduction Along its history, Venezuela has been severely affected by destructive earthquakes [ 1 ].
Sucre, Venezuela saber udo. This will be the Final state. If the performance point is under the axis defined xovenin the elastic base shear Quadrants III or IVthe design does not meet the basic objective of the seismic design because the building does not have enough lateral strength. This process is repeated successively for each seismic loadcase that is considered. This analysis results are plotted in a displacement vs.
RB and 17756 buildings reached drifts values below this limit, proving good seismic performance covsnin both buildings; OB presented drifts values which exceeded this limit. In order to evaluate the capacity curve two of the main structural parameters are taken into account. March 20th DOI: Verification of section 2.
These will be implemented in an upcoming version. On the other hand, in order to know the maximum torsional moments for each column in this model, there were applied four seismic combinations where it was noted that there was greater torsion in the case of the component of the earthquake in Z-direction.
Where Kt is the tangent stiffness matrix, Rt is the restorative forces at the beginning of the increased load. The elastic analysis applied to the OB building identified elastic displacements greater than maximum value of interstorey allowed by Venezuelan seismic code.
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According to results obtained, interstorey drifts fovenin 2D and 3D modeled buildings differ greatly from each other, for this reason it is important to take into account the 3D analysis in order to evaluate the drifts of buildings, because irregularities can produce lateral displacements that does not match with the obtained in 2D analysis. Help explanations are included within the mentioned dialogue box, which describe the implications of these options.
This rights cover the whole data about this document as well as its contents. Some non-braced frames showed high probability of severe damage or collapse, suffering significant stiffness degradation and lateral deformations beyond normative limits, evidencing that relative displacements and stiffness degradation are fundamental indicators for structural damage.