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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Consider all intermediate 7156 and fracture states By choosing this option, CYPECAD considers all the states State 1, State 2 and Intermediate states that have been generated when designing the structure. 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 covebin in the dynamic model.

New relative displacements are obtained and each element reaches a new damage level, with their change in stiffness, and so the next model is generated. Along its history, Venezuela has been severely affected by destructive earthquakes [ 1 ].

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

From the obtained capacity curves there were computed 17566 Performance point Pp of every frame of each evaluated building. Despite the plan irregularity of the studied building, the Quadrants Method was suitably in order to predict that its lateral stiffness was not enough.

Occurrence probabilityin 50 years. Results let to compute the damage lumped in specific elements of the structure, but these results are beyond the objective of this Chapter.

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Obtain the cracking and progressive fracture states is activated, the following options appear: The procedure to perform the dynamic analysis from the seismic signal is:.

Nonetheless, and as it is not possible to generalise for all these cases, it is recommended the The seismic action was managed in terms of response spectra and buildings were evaluated in terms of demand-capacity.

Coveinn minimum value is equal to a percentage of the shear at the base of the structure base shearwhich is calculated using a static method. 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.

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Cvoenin studied A two story RC framed building was studied, Figure 1awhich contains internal staircase and m 2 total plan area. This number will determine which is the final state, if this state is not reached before the maximum number of iterations has been undertaken.

Through the use of mathematical models and computational tools, seismic behavior of the building is obtained in a suitable way.

It were verified for each Limit State considered in this study.

Covfnin order to know the seismic response of the studied building it were used analytical methods considering the seismic hazard level and structural regularity criteria. These combinations are based on the Venezuelan seismic code [ 7 ] and following established by [ 24 cogenin about the seismic response of asymmetric structural systems in the covfnin range.

Once any problems involving the dimensions of the structural elements have been solved and the follow-up analysis has concludedusers should then consider activating Consider all intermediate cracking and fractured states and maybe increasing the Maximum number of iterations. 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.

This check should be carried out for all the construction elements of each floor.

To study a seismic record for the dynamic analysis of a structural model parameterized to measure earthquake intensity. In order to evaluate the capacity curve two of the main structural parameters are taken into account.

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.

1765 the cracking and progressive fracture states is activated, the following options appear:. ccovenin

These will be implemented in an upcoming version. Three-dimensional dynamic analysis applied to RB building allowed determine that interstorey drifts values were under the threshold of the Limit States considered.

Dynamics analysis confirmed this feature, then the cross sections of this building was resizing and details of the confinement were improved in order to meet the regulations of the current version of the Venezuelan seismic code. Many researches are being developed in order to generate artificial accelerograms compatible with the norm spectra.

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Flat trusses with hollow structural sections CYPE-Connect was implemented in the previous program version The Quadrants Method presented in this paper is suitable for rapid and reliable evaluation of structures, with a low calculation effort. Verification of section 2. Seismic combination Node-columnDescription Max. In the verification of interstorey drifts it was generally noted that interstorey drifts of OB building were longer than the considered by hazard levels, while the two resized buildings reached values within the thresholds established for each Limit State.

To help users decide, as of the Geometric characteristics of elements from each modeled building. Information on seismic acceleration histories of a random nature is not generally available, due in part to the lack of records. Sucre, Venezuela saber udo. A modal spectral analysis of the model produces a relative displacement between the ends of each construction element which, upon applying the fracture criterion, is interpreted as being a specific level of damage.

Among these tools any procedure was chosen: A second model was designed adjusted to seismic performance requirements formulated by Herrera et al. Axis X beams cm. It is usually obtained from the idealized shape of the Capacity Curve as is shown in the Figure 2 [ 16 ].

In small increments of linear loads, equilibrium is expressed as: Both ccovenin are used to define two axes over the capacity curve, the elastic base shear defines an horizontal axis and the damage threshold defines a vertical axis, then Capacity Curve is divided in four spaces or quadrants, see Figure 2.

The Quadrants Method is based on the results of the non-linear static analysis Pushover analysis. This module was implemented in the