**4. Nonlinear analysis**

The performance point is a common procedure accepted among the scientific community to evaluate the seismic performance of a structure under a specific demand. It is usually obtained from the idealized shape of the Capacity Curve as is shown in the Figure 2 [16]. The Quadrants Method also uses this parameter in order to define the roof displacement of the case studied, defined according to the N2 method [5]. If the performance point is under the axis defined by the elastic base shear (Quadrants III or IV), the design does not meet the basic objective of the seismic design because the building does not have enough lateral strength. If the performance point is on the right side of the vertical axis (Quadrant I) means that the building has adequate stiffness, otherwise (Quadrant II) it means that the stiffness is very low and the displacements can be longer than the displacements that can produce advanced structural damage, techni‐ cally or economically irreparable. These lateral displacements are usually computed from the dynamic response of the structure submitted to a strong motion with a return period of 475

Normalized roof drift (D/H, %)

The Quadrants Method can provide an objective criterion in order to upgrade the seismic capacity of a structure. If the performance point is on the Quadrant I, the structure has enough lateral strength and stiffness, so does not need to be reinforced. If the structure is on the Quadrant II, it is necessary to provide additional stiffness by using conventional procedures like RC or steel jacketing. If the performance point is on Quadrant III, the structure requires a more radical intervention, adding stiffness and lateral strength. In this case it is possible to combine some traditional reinforcement techniques with new ones like FRP jacketing. In this case the columns are the subject of the main intervention. Finally, if the performance point is on the Quadrant IV, the structure does not has enough lateral strength and then the reinforce‐

0 0,3 0,6 0,9 1,2 1,5 1,8 2,1 2,4 2,7 3

IV III

Performance point B C

I II

Design base shear coefficient Vd/W

Limit State threshold

years, or an occurrence probability of 10% in 50 years [17].

286 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

**Figure 2.** Capacity curve and the axis that define the Quadrants Method

Normalized base shear (V/W)

0

0,1

A

ment technique must be FRP jacketing.

0,2

0,3

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 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. 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 static Pushover analysis is performed once the frames have been subjected to action of gravity loads, based on the pseudo-static application of lateral forces equivalent to displace‐ ments of seismic action [5]. The pattern of lateral seismic loads consist in increasing loads with height (triangular distribution) applied in a monotonic way until the structure reaches its maximum capacity [20].

This procedure applies a solution of equilibrium equations in an incremental iterative process form. In small increments of linear loads, equilibrium is expressed as:

$$K\_t \Delta\_x + R\_t = \Delta F \tag{1}$$

Where *Kt* is the tangent stiffness matrix, *Rt* is the restorative forces at the beginning of the increased load. These restorative forces are calculated from:

$$\mathbf{R}\_{\mathbf{t}} \mathbf{=} \Sigma \mathbf{K}\_{\mathbf{t}'} \mathbf{K} \boldsymbol{\Delta}\_{\mathbf{u}} \tag{2}$$

While this procedure is applied, the strength of the structure is evaluated from it is balance internal conditions, updating at each step the tangent stiffness matrix. Unbalanced loads are applied again until it can satisfy a convergence criterion. Then, a new load increase is applied. The increases are applied until a predetermined displacement is reached or until the solution diverges.

From the capacity curve provided in this analysis, it is determined the structural ductility (μ) by the quotient between the ultimate displacement and cadence point displacement, as shown in the following expression:

$$
\mu \equiv \Delta\_{\mathbf{u}} / \Delta\_{\mathbf{y}} \tag{3}
$$

Where ∆u is Ultimate displacement and ∆y is the global yield displacement. Both values are computed from the idealized capacity curve of the structure.

By the other hand, the dynamic analysis is an analysis method that can be used to estimate structural capacity under seismic loads. It provides continuous response of the structural system from elastic range until it reaches collapse. In this method the structure is subjected to one or more seismic records scaled to intensity levels that increase progressively. The maxi‐ mum values of response are plotted against the intensity of seismic signal [21-22]. The procedure to perform the dynamic analysis from the seismic signal is:


The non-linear dynamic analyses provide a set of curves which are a graphical representation of the evolution of the drifts respect time. Results let to compute the damage lumped in specific elements of the structure, but these results are beyond the objective of this Chapter.

T(sec)

These three earthquakes were applied to all frames from the three buildings evaluated, in order to obtain maximum displacement that can be reached by each one. In the software used [18], it was required the implementation of dynamic loads in direction X and the assignation of a

The 3D non-linear dynamic analysis is based on the procedure explained in [20]. The RB building is analyzed, defining its geometry, materials and sections, serviceability loads in Y direction in all beams-columns joints, and dynamic loads on outer nodes with directions and combinations shown in Table 4. One direction ribbed slabs were modeled as rigid diaphragms

**Figure 3.** Elastic response spectra from elastic design spectrum-compatible accelerograms

in its plane by using additional elements with no flexural capacity (Figure 4).

control node located in the gravity center of the roof level.

**Figure 4.** Rigid diaphragms in 3D *RB* framed building

0 0,5 1 1,5 2 2,5 3 3,5 4

Elastic Spectra Covenin S2 Response R1 Response R2 Response R3

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

Acceleration (cm/sec2

)


**Table 3.** Limit States and seismic hazard level

For the dynamic analysis the structures were subjected to seismic action (see Table 2) defined by accelerograms built on the basis of a likely value of maximum acceleration of the soil and the hazard level associated with the location of the structure and other seismic characteristic design parameters [16]. These accelerograms called "synthetic accelerograms" are generated through the implementation of a set of earthquakes with wide frequency content, using the PACED program [17], based on the Venezuelan code's elastic design spectrum. For the dynamic analyses of the three buildings (*OB, RB, DBDB*), it were used 3 synthetic accelero‐ grams with duration of 60sec.

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 the precedent section. For this purpose they has been computed three synthetic elastic design spectrum-compatible accelerograms by means of the PACED program [23]. In Figure 3 are shown the Venezuelan rigid-soil elastic design spectrum with the response spectra obtained from the synthetic accelerograms.

**Figure 3.** Elastic response spectra from elastic design spectrum-compatible accelerograms

system from elastic range until it reaches collapse. In this method the structure is subjected to one or more seismic records scaled to intensity levels that increase progressively. The maxi‐ mum values of response are plotted against the intensity of seismic signal [21-22]. The

**•** To study a seismic record for the dynamic analysis of a structural model parameterized to

The non-linear dynamic analyses provide a set of curves which are a graphical representation of the evolution of the drifts respect time. Results let to compute the damage lumped in specific

For the dynamic analysis the structures were subjected to seismic action (see Table 2) defined by accelerograms built on the basis of a likely value of maximum acceleration of the soil and the hazard level associated with the location of the structure and other seismic characteristic design parameters [16]. These accelerograms called "synthetic accelerograms" are generated through the implementation of a set of earthquakes with wide frequency content, using the PACED program [17], based on the Venezuelan code's elastic design spectrum. For the dynamic analyses of the three buildings (*OB, RB, DBDB*), it were used 3 synthetic accelero‐

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 the precedent section. For this purpose they has been computed three synthetic elastic design spectrum-compatible accelerograms by means of the PACED program [23]. In Figure 3 are shown the Venezuelan rigid-soil elastic design spectrum with the response

**Occurrence probability**

**Interstorey drift δ (%)**

**in 50 years**

2475 2 % δ < 3,0

elements of the structure, but these results are beyond the objective of this Chapter.

**(years)**

Frequent Serviceability 95 50 % δ < 0,5

Rare Reparable damage 475 10 % δ < 1,5

procedure to perform the dynamic analysis from the seismic signal is:

**•** To define a seismic signal compatible with the design scenario;

**•** To define the scaled earthquake intensity a monotonic way;

**•** To define the extent of damage or damage Limit States;

288 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

measure earthquake intensity;

Very Rare Collapse

**Analysis earthquake Limit State Return period**

Prevention

spectra obtained from the synthetic accelerograms.

**Table 3.** Limit States and seismic hazard level

grams with duration of 60sec.

These three earthquakes were applied to all frames from the three buildings evaluated, in order to obtain maximum displacement that can be reached by each one. In the software used [18], it was required the implementation of dynamic loads in direction X and the assignation of a control node located in the gravity center of the roof level.

The 3D non-linear dynamic analysis is based on the procedure explained in [20]. The RB building is analyzed, defining its geometry, materials and sections, serviceability loads in Y direction in all beams-columns joints, and dynamic loads on outer nodes with directions and combinations shown in Table 4. One direction ribbed slabs were modeled as rigid diaphragms in its plane by using additional elements with no flexural capacity (Figure 4).

**Figure 4.** Rigid diaphragms in 3D *RB* framed building

Once built the model, there were applied all the accelerograms with the combinations shown in Table 3, for the interstorey drifts and maximum torsional moments on supports. These combinations are based on the Venezuelan seismic code [7] and following established by [24] about the seismic response of asymmetric structural systems in the inelastic range.

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 analysis), in order to know the point at which the structure begins to yield. Figure 5 shows an example of the normalized capacity curve with the idealized (bi-linear) curve of Frame C of *OB*. Structural ductility for each evaluated building values are presented in Table 5. From this Table it is evident that the original building, designed according to current Venezuelan codes has ductility values lower than the redesigned and the displacement-based buildings.

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291

**Building**

From the obtained capacity curves there were computed the Performance point (Pp) of every frame of each evaluated building. Table 5 presents the values of Pp of all the frames of evaluated buildings. Figure 6 shows the determination of the Pp of Frame C from *OB* building

EO ER *DBDB*

A 5,94 2,42 2,52 B 13,89 9,47 7,43 C 15,22 9,50 9,38 D 14,01 9,50 7,57 E 13,45 9,55 6,60 1 12,62 9,35 6,07 2 15,74 11,48 9,29 3 10,92 7,57 4,23

**A** 5,56 5,52 4,77 **B** 2,22 6,04 5,38 **C** 2,17 4,69 5,25 **D** 2,21 5,54 5,59 **E** 2,23 7,07 6,06 **1** 2,66 5,29 6,69 **2** 2,20 4,17 5,92 **3** 2,83 5,95 6,24

EO ER DBDB

Structural Ductility

**Table 5.** Structural ductility results

**FRAME Pp (cm)**

using the N2 procedure proposed by Fajfar [5].

**Table 6.** Performance points (Pp) of studied buildings frames

**Frame**


**Table 4.** Applied seismic combinations.

### **5. Results**

From classic elastic analysis, the verification of interstorey drifts of the *OB* building, shows that they exceed the limit established in [7], while in the *RB* model it was obtained that it meets the code's parameters, which limits the inter storey drift to 0,018. By the other hand, in the *DBDB* building were not performed drifts verifications, since it was designed based on the method performed in [13], where the generated seismic forces are originally limited to not exceed the limit value of drift specified in the applied code.

**Figure 5.** Normalized and idealized capacity curves. Frame C. *OB* building

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 analysis), in order to know the point at which the structure begins to yield. Figure 5 shows an example of the normalized capacity curve with the idealized (bi-linear) curve of Frame C of *OB*. Structural ductility for each evaluated building values are presented in Table 5. From this Table it is evident that the original building, designed according to current Venezuelan codes has ductility values lower than the redesigned and the displacement-based buildings.


**Table 5.** Structural ductility results

Once built the model, there were applied all the accelerograms with the combinations shown in Table 3, for the interstorey drifts and maximum torsional moments on supports. These combinations are based on the Venezuelan seismic code [7] and following established by [24]

about the seismic response of asymmetric structural systems in the inelastic range.

1 100 % (X) 2 100 % (Z)

290 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

exceed the limit value of drift specified in the applied code.

**Figure 5.** Normalized and idealized capacity curves. Frame C. *OB* building

**Table 4.** Applied seismic combinations.

**5. Results**

Basal Shear (g)

0.00

0.05

0.10

0.15

0.20

0.25

**Nº Seismic combination**

3 100% (X) y 30% (Z) 4 100% (Z) y 30% (X)

From classic elastic analysis, the verification of interstorey drifts of the *OB* building, shows that they exceed the limit established in [7], while in the *RB* model it was obtained that it meets the code's parameters, which limits the inter storey drift to 0,018. By the other hand, in the *DBDB* building were not performed drifts verifications, since it was designed based on the method performed in [13], where the generated seismic forces are originally limited to not

2.84, 0.21

0.96, 0.16 Capacity curve

Idealized curve

Displacement (cm)

0.00 0.80 1.60 2.40 3.20 4.00 4.80 5.60 6.40 7.20 8.00

From the obtained capacity curves there were computed the Performance point (Pp) of every frame of each evaluated building. Table 5 presents the values of Pp of all the frames of evaluated buildings. Figure 6 shows the determination of the Pp of Frame C from *OB* building using the N2 procedure proposed by Fajfar [5].


**Table 6.** Performance points (Pp) of studied buildings frames

Time (s)

Time (s)

Figures 10 to 12 show the results for interstorey drifts of frame C from *OB*, *RB* and *DBDB* buildings, taking into account the R1\_3 earthquake with duration of 60 seconds. Similarly, interstorey drifts for applied earthquakes, R1, R2 and R3 with its three intensities, were obtained. It were verified for each Limit State considered in this study. Table 6 reflects the values of interstorey drifts of buildings in study for earthquake R1, taking into account the

three levels of hazard, 0,5%, 1,5% and 3%, for the Limits States considered.

0 10 20 30 40 50 60

0 10 20 30 40 50 60

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

**Global drifts R1\_1 R1\_2 R1\_3**

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293

**Global drifts R1\_1 R1\_2 R1\_3**

Global drifts (%)


Global drifts (%)


**Figure 9.** Global drifts. R1 earthquake. Frame C. *DBDB* building



0

1

2

3

**Figure 8.** Global drifts. R1 earthquake. Frame C. *RB* building



0

1

2

3

**Figure 6.** Performance point of Frame C. *OB* Building, determined by N2 procedure

From dynamic analyses, there were determined global and interstorey drifts of each frame from all three models studied. Both types of drifts were calculated on the basis of the appli‐ cation of synthetic accelerograms with different intensities, representing the lateral forces applied to frames in order to generate their respective maximum displacements. Figures 7 to 9 show the evolution of the global (∆/H) drifts expressed as a percentage, respect to time (sec) of the frame C from *OB*, *RB* and *DBDB* models for a peak ground acceleration of 0,3 g, respectively.

**Figure 7.** Global drifts. R1 earthquake. Frame C. *OB* building.

**Figure 8.** Global drifts. R1 earthquake. Frame C. *RB* building

Sd (cm)

From dynamic analyses, there were determined global and interstorey drifts of each frame from all three models studied. Both types of drifts were calculated on the basis of the appli‐ cation of synthetic accelerograms with different intensities, representing the lateral forces applied to frames in order to generate their respective maximum displacements. Figures 7 to 9 show the evolution of the global (∆/H) drifts expressed as a percentage, respect to time (sec) of the frame C from *OB*, *RB* and *DBDB* models for a peak ground acceleration of 0,3 g,

Time (s)

0 10 20 30 40 50 60

0 10 20 30 40 50 60

Elastic Design spectrum Capacity spectrum Idealized curve Inelastic spectrum

> **Global drifts R1\_1 R1\_2 R1\_3**

Sa (cm/s2

respectively.

Global drifts (%)


**Figure 7.** Global drifts. R1 earthquake. Frame C. *OB* building.



0

1

2

3

0

200

**Pp**

292 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

**Figure 6.** Performance point of Frame C. *OB* Building, determined by N2 procedure

400

600

800

)

**Figure 9.** Global drifts. R1 earthquake. Frame C. *DBDB* building

Figures 10 to 12 show the results for interstorey drifts of frame C from *OB*, *RB* and *DBDB* buildings, taking into account the R1\_3 earthquake with duration of 60 seconds. Similarly, interstorey drifts for applied earthquakes, R1, R2 and R3 with its three intensities, were obtained. It were verified for each Limit State considered in this study. Table 6 reflects the values of interstorey drifts of buildings in study for earthquake R1, taking into account the three levels of hazard, 0,5%, 1,5% and 3%, for the Limits States considered.

**Figure 10.** Interstorey drifts. R1\_3 earthquake. Frame C. *OB* building

**Figure 11.** Interstorey drifts. R1\_3 earthquake. Frame C. *RB* building

#### **3D Nonlinear dynamic analysis**

Interstorey drifts in frames of *RB*, were obtained by applying the R1\_3 earthquake for the combinations 1 and 2 (Table 7). According to results obtained, interstorey drifts in 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.

In the 2D model greater drifts were obtained, while in 3D model the drifts were reduced by the contribution of the diaphragms. Also it were determined the maximum torsional moments in each column before the implementation of R1\_3 earthquake in all supports for the four combinations described in Table 8. In Figure 13 have been plotting torsional moments in function of time for the four combinations, where nodes appointed by n111 until the n513 are corresponding to supports, while Figure 14 shows the maximum torsional moment range for each column from three-dimensional analysis. It is evident that for the accelerograms used, the maximum torsional moments occurs in the extreme columns and in the columns located

**SLS**: Serviceability Limit State, **RDLS** Reparable damage Limit State, **PCLS**: Prevention of Collapse Limit State; -: No meet

Time (s)

**SLS RDLS PCLS SLS RDLS PCLS SLS RDLS PCLS**

*OB* **RB** *DBDB*

A - - - - OK OK OK OK OK B - - - OK OK OK OK OK OK C - - - OK OK OK OK OK OK D - - - - OK OK OK OK OK E - - - - OK OK OK OK OK 1 - - - - OK OK OK OK OK 2 - - - - OK OK OK OK OK 3 - - - - OK OK OK OK OK

0 10 20 30 40 50 60

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Interstorey drifts Levels 0-1 Levels 1-2

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Interstorey drifts (%)


**FRAME LIMITS STATES**

the norm,+: Checks the Venezuelan seismic code

**Table 7.** Interstorey drifts verification. R1 earthquake. *OB*, *RB* and *DBDB* building

**Figure 12.** Interstorey drifts. R1\_3 earthquake. Frame C. *DBDB* building



0

1.5

3

4.5

**Figure 12.** Interstorey drifts. R1\_3 earthquake. Frame C. *DBDB* building

Time (s)

Time (s)

Interstorey drifts in frames of *RB*, were obtained by applying the R1\_3 earthquake for the combinations 1 and 2 (Table 7). According to results obtained, interstorey drifts in 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.

0 10 20 30 40 50 60

0 10 20 30 40 50 60

Interstorey drifts Levels 0-1 Levels 1-2

Interstorey drifts Levels 0-1 Levels 1-2

Interstorey drifts (%)


Interstorey drifts (%)


**3D Nonlinear dynamic analysis**



0

1.5

3

4.5

**Figure 10.** Interstorey drifts. R1\_3 earthquake. Frame C. *OB* building

294 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

**Figure 11.** Interstorey drifts. R1\_3 earthquake. Frame C. *RB* building



0

1.5

3

4.5


**SLS**: Serviceability Limit State, **RDLS** Reparable damage Limit State, **PCLS**: Prevention of Collapse Limit State; -: No meet the norm,+: Checks the Venezuelan seismic code

**Table 7.** Interstorey drifts verification. R1 earthquake. *OB*, *RB* and *DBDB* building

In the 2D model greater drifts were obtained, while in 3D model the drifts were reduced by the contribution of the diaphragms. Also it were determined the maximum torsional moments in each column before the implementation of R1\_3 earthquake in all supports for the four combinations described in Table 8. In Figure 13 have been plotting torsional moments in function of time for the four combinations, where nodes appointed by n111 until the n513 are corresponding to supports, while Figure 14 shows the maximum torsional moment range for each column from three-dimensional analysis. 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. This is an important feature that confirms the negative effect of the irregularity combined with the seismic action. The torsional moments for the other seismic combinations used in this study were obtained using the same procedure.


**Figure 14.** Torsional moments for earthquake 100% (X). Plant detail.

thresholds established for each Limit State.

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. The elastic analysis applied to the *OB* building identified elastic displacements greater than maximum value of interstorey allowed by Venezuelan seismic code. From the resizing model *RB* it was obtained interstorey drifts that satisfied the maximum value established in the code. Thus, the sections of the structural elements of *OB* are insufficient to properly control the damage caused by

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297

From dynamic analysis there were computed the global and interstorey drifts for all three evaluated models determining the dynamic response of these structures and controlling the damage level reached in them. With the global drifts, it was evaluated the threshold of the collapse Limit State, which corresponds to the maximum value of 2.5%. *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. In the verification of inter‐ storey 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

Three-dimensional dynamic analysis applied to *RB* building allowed determine that inter‐ storey drifts values were under the threshold of the Limit States considered. 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

**6. Conclusions**

seismic forces.

**Table 8.** Maximum torsional moments for seismic combinations.

**Figure 13.** Torsional moments for earthquake 100% (X.)

Seismic Evaluation of Low Rise RC Framed Building Designed According to Venezuelan Codes http://dx.doi.org/10.5772/55158 297

**Figure 14.** Torsional moments for earthquake 100% (X). Plant detail.

### **6. Conclusions**

in the intersection of the structure. This is an important feature that confirms the negative effect of the irregularity combined with the seismic action. The torsional moments for the other

Time (s)

0 10 20 30 40 50 60

**Max. Torsional Moment. (Nxm)**

seismic combinations used in this study were obtained using the same procedure.

**Description**

 Corner column. n513 64225 Corner column. n512 76000 Corner column. n513 41000 Corner column. n512 65000

> **n211 n212 n213**

**n311 n312 n313** **n411 n412 n413** **n512 n513**

**Seismic combination Node-column**

296 Engineering Seismology, Geotechnical and Structural Earthquake Engineering

**Table 8.** Maximum torsional moments for seismic combinations.

**n111 n112 n113**

Torsional moment (N.m)


**Figure 13.** Torsional moments for earthquake 100% (X.)



0

25000

50000

75000

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. The elastic analysis applied to the *OB* building identified elastic displacements greater than maximum value of interstorey allowed by Venezuelan seismic code. From the resizing model *RB* it was obtained interstorey drifts that satisfied the maximum value established in the code. Thus, the sections of the structural elements of *OB* are insufficient to properly control the damage caused by seismic forces.

From dynamic analysis there were computed the global and interstorey drifts for all three evaluated models determining the dynamic response of these structures and controlling the damage level reached in them. With the global drifts, it was evaluated the threshold of the collapse Limit State, which corresponds to the maximum value of 2.5%. *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. In the verification of inter‐ storey 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.

Three-dimensional dynamic analysis applied to *RB* building allowed determine that inter‐ storey drifts values were under the threshold of the Limit States considered. 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. Based on these results it was demonstrated the structural asymmetry of the assessed building since the center of mass does not coincide with the center of rigidity, determining that the greatest torsional moments are on outer columns and inner corners.

**Author details**

versity, Venezuela

**References**

Juan Carlos Vielma1\*, Alex H. Barbat2

University of Catalonia, Barcelona, Spain

Earth Physics,1998, 10, pp 87-110.

1998, 14, 2, 247-268.

Venezuela, 2001.

Norma. Caracas, Venezuela, 2006.

Caracas, Venezuela, 1988.

\*Address all correspondence to: jcvielma@ucla.edu.ve

, Ronald Ugel1

1 Structural Engineering Department, School of Civil Engineering, Lisandro Alvarado Uni‐

2 Department of Strength of Materials and Structural Analysis in Engineering, Technical

[1] Grases J., Altez R. and Lugo M. Destructives Earthquakes Catalogue. Venezuela 1530/1998. Central University of Venezuela. Natural Sciiences, Physics and Mathemat‐

[2] Pérez O. and Mendoza J. Seismicity and tectonics in Venezuela and surroundings areas.

[3] Barbat A., Mena U. and Yépez F. Probabilistic evaluation of seismic risk in urban zones. International magazine for numerical methods for Calculus and engineering projects.

[4] Calvi, G., Pinho, R., Magenes, G., Bommer, J., Restrepo, L and, Crowley, H. Develop‐ ment of Seismic Vulnerability Assessment Methodologies over the Past 30 Years, ISET

[5] Fajfar P. Nonlinear analysis method for performance based seismic design. Earthquake

[6] Vielma, J. C., Barbat, A. H. and Oller, S. Framed structures earthquake resistant design. International Center for Numerical Methods in Engineering (CIMNE) Monograph.

[7] Covenin 1756:01. Earthquake-resistant Design code. Part 1. Fondo Norma. Caracas,

[8] Covenin 1753:06. Design and construction of buildings with structural concrete. Fondo

[9] Covenin 2002:88. Minimum design loads and criteria for buildings code. Fondo Norma.

Journal of Earthquake Technology, 2006, Paper No. 472, 43, 3, 75-104

Spectra, EERI, United States of America, 2000, 16, 3, 573-591.

Earthquake Engineering Mongraphs. Barcelona, Spain, 2011.

ics Academy. Engineering School. Caracas, Venezuela, 1999.

and Reyes Indira Herrera1

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

Interstorey drifts of *RB* building obtained from 2D and 3D nonlinear dynamic analysis, it was noted that 2D model provided greater drifts values than the 3D model drifts. This is a logical and expected result since the 3D dynamic analysis considers the rigid diaphragm, which introduces restrictions to the number of degrees of freedom in the structure.

Inelastic static analysis is more reliable than linear methods in the prediction of the parameters of response of buildings, although this method has no response on the effects of higher modes of vibration. 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. However, the uncertainties associated with the definition of accelerograms used in these analysis and properties of coplanar structural models can be reduced with the implementation of the dynamic 3D analysis because there are considered factors associated with structural redundancy and are used more actual values in terms of rigidity of resistant structural lines.

The Quadrants Method presented in this paper is suitable for rapid and reliable evaluation of structures, with a low calculation effort. The cases studied demonstrated that the method can provide a reliable criterion to predict if any structure would have an inadequate seismic performance based on the results of static non-linear analysis. Results obtained from dynamic non-linear analysis confirmed the results obtained from the application of the Quadrants Method.

Despite the plan irregularity of the studied building, the Quadrants Method was suitably in order to predict that its lateral stiffness was not enough. 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. 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.
