Received 6 February 2016; accepted 27 March 2016; published 30 March 2016

1. Introduction

As per the conventional earthquake-resistant design philosophy, the structures are designed for forces which are much less than the expected design earthquake forces. Hence, when a structure is struck with severe earthquake ground motion, it undergoes inelastic deformations. Even though the structure may not collapse, the damages can be beyond repairs. These methods usually don’t consider the expected performance level and seismic risk levels of the structure after an earthquake event. Since, these methods give high base shear, high ductility demand and also don’t give the actual performance of structure after an earthquake event need of new method comes which would give the actual performance of the structure after an earthquake event.

2. Literature Survey

The literature shows considerable research in PBSD. This research is reviewed keeping in view the methodology, principles and various aspects of PBSD. Some of related works are discussed below.

Seismic evaluation and retrofitting of concrete buildings are studied considering seismic safety and re-streng- thening [1] . Also pre-standard and commentary for the Seismic Rehabilitation of Buildings are provided by ASCE FEMA repost where provisions are given for the same [2] - [4] . This paper outline and compares the three methods along with discussion in the context of traditional force based seismic design and earlier design approaches of performance based design. Factors defining different performance states were discussed including the need to include residual displacement as a key performance limit. Sashi K. Kunnath (2006), conducted study on seismic design and evaluation of building structures using PBSD. Deterministic approach and probabilistic approach is discussed in which capacity spectrum method from ATC-40 and standard pushover analysis from FEMA 356 is in brief. Comparative study of ATC-40 and FEMA 356 is done (Farzad Naeim, Hussain Bhatia, 2008). This paper provides a basic understanding of the promises and limitations of performance based seismic engineering. The state-of-the-art methodologies and techniques embodied in the two leading guidelines on this subject ATC-40 and FEMA 273/274 are introduced and discussed. Numerical examples are provided to illustrate the practical applications of the methods discussed (Vivinkumar, R.V., 2013). This study explains about two major seismic design methods (i.e.) Force based design and direct displacement based design in which former is a conventional method while later one is a performance approach of design. Design and analysis were done on two dimensional bare frames of four, eight and twelve stories based on following codes IS 456, IS 1893:2000, FEMA 356 and the two design approaches were studied [5] .

3. System Development

3.1. Performance Based Seismic Design

Performance based seismic design is a process of designing new buildings or seismic up-gradation of existing buildings, which includes a specific intent to achieve defined performance objectives in future earthquakes. Performance objectives relate to expectations regarding the amount of damage a building may experience in response to earthquake shaking and the consequences of that damage. Performance objectives are operational (O), immediate occupancy (IO), life safety (LS), collapse prevention (CP), in which Life safety is the major focus to reduce the threats to the life safety of the structure in Figure 1.

Performance based design approach in which performance levels are described in terms of displacement as damage is better correlated to displacements rather than forces. The fundamental goal of PSBD is to obtain a

structure which will reach a target displacement profile when subjected to earthquakes consistent with a given reference response spectrum. The performance levels of the structure are governed through the selection of suitable values of the maximum displacement and maximum inter storey drift. Figure 2 shows the typical process of design is to be followed.

3.2. Capacity Response Spectra

The conventional response spectrum is represented by the acceleration versus period relationship for different damping levels. In the capacity response spectrum format, the period axis is converted in the displacement axis. The structure period T is represented by radial lines, instead of being the horizontal axis. The advantage of this representation is that both strength and displacement demands are evident in a single graph. The elastic displacement demand and the structure period may be determined for elastic forces. Considering the inelastic behaviour, the inelastic displacement at the reduced force is obtained in the horizontal branch of the capacity curve corresponding to the intersection with inelastic reduced spectra. At the same time, the reduced period due to inelastic deformation may be determined. Another advantage of this representation is that both earthquake demands and structure capacity may be compared directly from the same figure.

3.3. Structural Model Development

In the present work, a four storey RC frame building situated in zone IV is taken for the purpose of study. It consists of 2 bays of 5 m each in X-direction and 2 bays of 4 m each in Y-direction. The total height of the building is 14 m. The building is modelled and designed as per IS 456:2000 in SAP 2000 v17.

Material Properties:

Grade of Concrete: M 25

Grade of Reinforcing Steel: Fe-415

Elastic Modulus = 5000 f_ck^0.5

Sectional Properties:

Size of Beam = 350 mm × 500 mm

Size of Column = 350 mm × 350 mm

Thickness of Slab = 125 mm

Tensile Strength = 0.7 f_ck^0.5

Loading Considered:

Dead Load:

a) Roof Level:

Weight of Slab = 3.125 kN/m²

Weight of F.F. = 3.2 kN/m²

b) Floor Level:

Weight of Slab = 3.125 kN/m²

Weight of F.F. = 2.260 kN/m²

Weight of Partition Walls = 1.5 kN/m²

Seismic Properties (as per IS 1893:2002 part 1):

Zone Factor = 0.24

Response Reduction Factor = 5

Soil Profile Type = II

Importance Factor = 1

Assumptions:

1) All columns supports are considered as fixed at the foundation.

2) Plastic hinges are assigned to all the member ends. In case of columns PMM hinges (i.e. Axial Force and Biaxial Moment Hinge) are provided at both the ends, while in case of beams M3 hinges (i.e. Bending Moment Hinge) are provided at both ends.

3) The maximum target displacement of the structure is kept at 4.0% of the height of the building (4.0/100) × 14 = 0.56 m = 560 mm.

4. Performance Analysis

The seismic performance of a building is evaluated in terms of pushover curve, performance point and plastic hinge formation [6] [7] .

4.1. Pushover Analysis

An incremental static analysis used to determine the force displacement relationship or the capacity curve for a structure in Figure 3. The analysis involves applying horizontal loads, in a prescribed pattern to a computer model of the structure incrementally and plotting the total applied shear force and associated lateral displacement at each increment until the structure reaches a limit state or collapse condition.

From Table 1 it is seen that performance point lies in between step 6 and step 7. It is also seen that all hinges are within assumed performance level life safety.

4.2. Capacity Demand Spectrum

Capacity demand spectrum is the representation of structures ability to resist the seismic demand. The point of intersection of capacity spectrum and demand spectrum is required performance point. Figure 4 shows the capacity spectrum curve as per ATC-40. Table 2 shows the performance point in terms of different structural parameter like base shear (V), displacement (D), spectral acceleration (Sa), spectral displacement (Sd), effective time period (T_eff), effective damping (β_eff).

4.3. Inter Storey Drift

The inter storey drifts corresponding to the displacement profiles are shown in Figure 5. The limiting value of inter storey drift is 0.4% as per IS 1893:2002. For building under consideration inter storey drift is within permissible limit satisfying the displacement requirements. Hence, the building performance is satisfactory.

4.4. Plastic Hinge Results

The sequence of plastic hinge formation and state of hinge at various levels of building performance is obtained from SAP output as shown in Figure 6. All the hinges are within required performance levels. Since no hinge is

δ = Lateral Roof Displacement; h = Total Height of Building.

going in collapse prevention range designed building is safe for design basis earthquake and life safety performance level is achieved. Plastic hinge results give the information about the weakest member and so the one which is to be strengthened to achieve required performance level. Accordingly the detailing of the member can be done in order to achieve the desired pattern of failure of members in case of severe earthquakes.

4.5. Performance Based Design

Specified deformation states are often taken as a measure of building performance at corresponding load levels. Federal Emergency Management Agency [FEMA] identifies the operational, IO, LS, CP performance levels and adopts the roof level lateral drift at the corresponding load levels as a measure of the associated behavior states of the building. Table 3 shows the target roof displacement ratios at various performance levels where the target roof displacements are provided in terms of lateral drift ratio.

For Immediate Occupancy,

Target roof displacement = 0.007 × 14 = 0.098 m = 98 mm.

Similarly for Life Safety,

Target roof displacement = 0.025 × 14 = 0.350 = 350 mm.

By analysis, roof displacement achieved = 149.298 mm.

Thus, by this design building lies in between immediate occupancy and life safety range. So, the required performance objective of design is achieved.

5. Conclusions

1) The need for performance based seismic engineering in contrast to force-based design approaches as studied and the four building performance levels namely operation, immediate occupancy, life safety and collapse prevention were studied. In performance based design, multi-level seismic hazards are considered with an emphasis on the transparency of performance objectives, thus ensuring better performance and minimum life-cycle cost.

2) It has been recognized that the story drift performance of a multi-story building is an important measure of structural and non-structural damage of the building under various levels of earthquake motion. Storey drift requirement specified by FEMA 273 is satisfied for building under consideration. Thus the global performance of the building was considered as satisfactory for design objective.

3) Performance based seismic design provides reliable methodology for seismic up-gradation or for retrofitting of the existing building to achieve required performance objectives.

4) Pushover analysis is a reliable method in determination of the sequence of yielding of the components of a building, possible mode of failure, and final state of the building after a predetermined level of lateral load sustained by the structure.

NOTES

^*Corresponding author.