Fig. 4(a) – Typical Response of a Structure to Earthquake Vibrations (with varying damping)
Fig. 4(b) – Typical Amplitude Build up during continued Vibrations
Effect of earthquake on some of the buildings during Latur (1993) and Gujrat (2001) earthquakes is shown in figures-5 & 6, as few typical examples of structural behavior. It is to be noted that RC framed buildings during Latur Earthquake suffered less damage as compared to the Gujrat Earthquake. This may be because of poor quality of design / construction and absence of proper beam column connections in the Gujrat area.
Earthquakes cause motion to the ground in random direction. The horizontal vibration is predominant & more damaging. The amplitude of motion of any structure normally builds up over a period of time in a few cycles i.e. duration of Earthquake as shown in Figure -4(b). Thus, if the Earthquake lasts longer, the amplitude of vibration is more, i.e. the structure will deflect more and get damaged.
The violent ground motion pushes the building rapidly from one direction to another making it difficult for the super-structure to constantly balance its load due to inertial effects. Result: while columns can bend, the swaying motion, when intensified, snaps the building like matchsticks and collapses.
A superstructure can be damaged, not only on account of the shaking which results from quakes but also due to chain effects like fire, land slide etc caused by earthquake.
Fig. 5(a) – An undamaged Reinforced Concrete building after the Latur Earthquake
Fig. 5(b) – A RC Hospital Building suffered only diagonal cracking in the walls during the Latur Earthquake (1993).
Fig. 5(c) -A beam-column junction in a multi – storied building failed during the Latur Earthquake (1993) – Bad placement of reinforcement at the junction.
Fig. 6(a) – A RC apartment building in Ahemdabad failed during the Gujrat Earthquake (2001) – Bad design
HOW TO MAKE BUILDING QUAKE RESISTANT ?
There are two essential features to make a building earthquake resistant i.e. safe design and quality construction. To achieve this, the desirable factors required in design of any structure for better Earthquake resistance are:
* Stiffness / Ductility and
The stiffness is an ultimate effect of structural design & material characteristics while ductility and damping comes directly from material used for construction. Thus, it is desirable that the material used for construction is ductile, especially at locations where damage is expected like at Beam-Column junction. Normally Reinforced Concrete is a good ductile material.
CHOICE OF CONSTRUCTION MATERIALS
A) Reinforced Concrete
Construction material is crucial for the earthquake resistance and durability of structure. The safest building will be the one made of all steel (though very heavy – attracting more earthquake force), as it is an extremely strong material. Reinforced Concrete is the next most suitable material for earthquake resistant construction of buildings. It is a good, durable and economic material of construction, but the condition is that the quality of construction should be good. It was seen during the Latur earthquake, that most buildings made with concrete, remained standing without suffering much damage. But during the Gujrat earthquake many buildings made in RCC also got damaged or collapsed because of poor quality of construction.
B) Other Materials
A brick, stone or mud house cracks even with moderate tremors. However, these materials can be effective when strengthened with RCC elements at critical points. Masonry buildings become brittle when large deflections take place, so RCC bands can strengthen them at regular intervals. A wooden frame building is good as it absorbs shock evenly and vibrates along the quake and unlikely to collapse. The danger with wooden frame structures is that it is highly inflammable and has limited use i.e. only up to one or two stories.
DESIGN OF BUILDINGS FOR EARTHQUAKE EFFECT
The behavior of a building during ground vibration is a function of the nature of foundation soil and natural period of vibration of the structure, which depends on the material used in construction, its form, size, and mode of construction etc. The structure also gets affected with the duration & intensity of the earthquake. IS: 1893 -2002 specifies seismic coefficients for calculating the design forces for simple structures standing on soil which will not settle or slide much, due to loss of strength (like Liquefaction effect). In the design of buildings, horizontal force due to earthquake is considered simultaneously along with the vertical forces.
Normally, the natural period of vibration of any structure should not coincide with the predominant period of earthquake excitations, otherwise resonance may occur and even the strongest structure may collapse. Thus, while designing the building, following aspects should be looked into:
a) Magnitude & Type of Earthquake Excitations.
b) Natural Period of Vibration of Structure along with its material & mode of construction. Response of Structure to earthquake Design forces, to which the building elements will be subjected, can be calculated by any one of the following methods.
1. Seismic Coefficient Method
2. Response Spectrum Method (Modal Analysis)
3. Time History Analysis.
Depending upon the complexity and importance of Structure, any one of the above three methods can be adopted. Here only seismic coefficient method is described, as this is the most common method. Earthquake forces can be calculated in any direction of Structure, but the most damaging direction is horizontal (Least lateral direction).
The horizontal earthquake force can be calculated as:
VB (or F) = Ah W -¦..(1)
VB (or F) = Total Design force generated due to earthquake or Design Seismic Base Shear
W = Seismic weight of the Building i.e. Sum of the Seismic weight of all floors (DL + appropriate amount of live load as per IS: 1893)
Ah = Design horizontal seismic coefficient.
Vertical acceleration coefficient, Av can be taken as 2/3 Ah
I. SEISMIC COEFFICIENT METHOD (AS PER IS: 1893 – 2002)
The Design Horizontal Seismic Coefficient Ah for a structure is determined by the following expression as per IS: 1893 – 2002:
Ah = (Z/2) x (Sa/g) / (R/I) -¦(2)
Subject to the condition that for any Structure having T 0.1 sec, Ah will not be less than Z/2 for any value of I/R. Here description of various parameters is given below.
a) Seismic Zone Factor, Z:
The Values of Seismic Zone Factor Z reflect more realistic values of effective peak ground acceleration under maximum considered earthquake (MCE) in each Seismic Zone. These values are given in table 1 as per revised 1893 code. The factor 2 in the denominator of Z is used so as to reduce the maximum considered earthquake (MCE) zone factor to the factor for design basic earthquake factor (DBE).
Table: 1 Seismic Zone Factor, Z
Zone factors for some important cities have also been modified. These are given in Annexure E of the code. For example for Lucknow , Kanpur etc, it is 0.16.
b) Importance Factor, I:
The design of a building should be carried out, based on its functional use before and after an earthquake. For example important services and community structures like hospitals, schools, important bridges, power houses, monumental structures, telephone exchange, fire stations, assembly halls, sub-ways etc. are given an Importance factor of 1.5 as per IS-Code and they should be designed accordingly. For houses and general buildings its value can be taken as 1.0.
c) Concept of Response Reduction Factor, R:
Code adopts the procedure of first calculating the actual force that may be experienced by the structure during the probable maximum earthquake, if it were to remain elastic. Then the concept of response reduction due to ductile deformation or frictional energy dissipation in the cracks is brought into action in the code explicitly by introducing the response reduction factor “R” in place of the earlier performance factor. Some typical values of the response reduction factors are given in Table 2.
Response reduction factor, R, depending on the perceived seismic damage performance of the structure is characterized by ductile or brittle deformations, with the condition that the ratio (I/R) shall not be greater than 1.0 d) Average Acceleration Response Coefficient, Sa/g: The acceleration response of a structure to ground vibrations is a function of the nature of foundation soil, material, size and mode of construction of structure and characteristics of ground motion. The Response Spectra is now specified for three types of foundation strata viz. one for Rock or hard soil, second for Medium Soil and third for soft Soil, as given in three different curves of Figure -7. Fill type of soil is not considered suitable for construction activity in earthquake zones.
d) Average Acceleration Response Coefficient, Sa/g:
The acceleration response of a structure to ground vibrations is a function of the nature of foundation soil, material, size and mode of construction of structure and characteristics of ground motion. The Response Spectra is now specified for three types of foundation strata viz. one for Rock or hard soil, second for Medium Soil and third for soft Soil, as given in three different curves of Figure -7. Fill type of soil is not considered suitable for construction activity in earthquake zones.
Table: 2- Some Values of Response Reduction Factor “R” for Building Systems
||Lateral Load Resisting System
||Building Frame System Alone
||Ordinary RC Moment-Resisting Frame
||Special RC Moment-Resisting Frame
||Steel Frame with Concentric Braces
||Steel Frame with Eccentric Braces
||Steel Moment Resisting Frame
||Load Bearing Masonry Wall Buildings
||Reinforced with horizontal RC Bands
||Reinforced with horizontal RC Bands and vertical bars at Corners & Jambs
||Ordinary Reinforced Concrete Shear Walls
||Ductile Shear Walls
The average acceleration response coefficient Sa/g, for 3 types of soil sites as given in Figure- 7, is based on the appropriate natural period and 5% damping value of the structure. Natural period of vibration can be calculated by usual methods or as given below for multi-story building. A normal structure in concrete will have a damping value of about 5% for which the curves are given. For other damping values, a multiplying factor is given in IS: 1893, and reproduced here in Table – 3. Some empirical relations can also give values of Sa/g .
Fig. 7 – Shape of Response Spectra curves at 5% Damping Level
Table 3- Multiplying Factor for Other than 5% Damping level
E) Building Category:
After finding the values of all parameters given in equation 2, the value of Ah can be found. Then depending upon the value of seismic Coefficient, Ah, the category of Building can be defined as given in Table 4.
Table 4 – Classification of Building Categories
|Range Of Ah
|Less than 0.05
|0.05 to 0.06
|0.06 to 0.08
|0.08 to 0.12
APPROXIMATE RELATIONS FOR FUNDAMENTAL PERIOD OF VIBRATION
The empirical expression for estimating the fundamental natural period “T” of multistory buildings having regular moment resisting frame can be found by following relations (as given in IS: 1893):
a) The approximate fundamental natural period of vibration “T” of moment resisting frame buildings without brick infill panels is: Ta = 0.075 h 0.75 – for RCC frame Building -¦3(a) = 0.085 h 0.75 – for Steel frame Building -¦3(b)
b) The approximate fundamental natural period of vibration “T” of all other buildings including moment resisting frame buildings with brick infill panels may be estimated by: Ta = 0.09 / ïƒ–d -¦4 Where, Ta = Fundamental period of vibration in seconds h = Height of Building in meters. D = Base dimension of building at plinth level in “meters”, along the considered direction of the lateral force.