**Analysis of Multi Storey Building for Different Earth Zones using **

**E-TABS **

**Vijayashree M.**

**1**

_{Harish Kumar}

_{Harish Kumar}

**2**

1,2

_{Assistant Professor }

1

_{SVCE Bengaluru, India }

2_{Gambella University, Ethiopia }

*Abstract— *In general, for the design of tall buildings, both
wind as well as earthquake loads needs to be considered.
Governing criteria for carrying out analysis for earthquake
loads and wind loads are different. As per IS 1893(part
1):2002 and IS 875(Part 3):1987, when earthquake and wind
interacts with a building, both positive and negative pressures
occur simultaneously, the building must have sufficient
strength to resist the applied loads from these pressures to
prevent earthquake and wind induced building failure.
Seismic Zonation may be termed as the geographic
delineation of areas having different potentials for hazardous
effects from future earthquakes. The term Zoning implies that
the parameter or parameters that characterize the hazard have
a constant value in each zone. We obtain a rather simplified
representation of the hazard, which in reality has continuous
variation. A seismic zone is a region in which the rate of
seismic activity remains fairly consistent. A proper way of
presentation of vulnerability versus earthquake intensity is to
develop vulnerability functions such as those grossly
developed for various building types under the earthquake
intensities. An attempt has been made to check the
performance of RC frame irregular building with shear walls
for Earthquake loads in different zones in India. Dynamic
analysis like response spectrum method is carried out to
compare the results. Totally four different models of 12
storey with shear wall are considered for the analysis using
ETABS software. Storey drift, storey shear and lateral storey
displacement results are compared.

* Key words:* Multi Storey Building, Earth Zones

I. INTRODUCTION

Load exerted on the building is transferred to the structural system then passing through the foundation and finally transferred to the ground. The wind pressure is basically a function of exposed basic wind speed, topography, building height, exposed area and shape of the building. Two load cases govern the design of high rise structures, besides dead & live loads: earthquake loads and wind loads. Here we have concentrated on Earthquake, Which drastically changes the behaviour of high rise structures as the zones changes and wind speed increases.

Shear walls are especially important in high-rise buildings subject to lateral wind and seismic forces. Generally, shear walls are either plane or flanged in section, while core walls consist of channel sections. They also provide adequate strength and stiffness to control lateral displacements.

The shape and plan position of the shear wall influences the behaviour of the structure considerably. Structurally, the best position for the shear walls is in the centre of each half of the building. Various studies over world have proved shear wall one of the most preferred lateral load resisting system. Considering mass centre and centroid is

ideal configuration, to avoid torsional effect there should be symmetrical placement of shear wall. Shear wall of varying cross section i.e. rectangle shape to more irregular core such as channel ,T,L, Barbell shape etc. although past researcher studied different configuration of shear walls but there is still a scope to improve drawbacks in multi-storey structure for wind effect.

Earthquake hazard of the country is being monitored mainly by Geological Survey of India (GSI) and the India Meteorological Department (IMD). A macro-level map has been prepared, which divides the country into four hazard zones, II, III, IV, V of various probable maximum intensities on a decreasing scale.

Earthquake risk is the product of the hazard intensity and the vulnerability of buildings and the output of a seismic risk analysis could give the probability of damage and loss from a nearby earthquake. Quantification of risk would therefore require socio-economic and housing statistics.

A comprehensive study of vulnerability of buildings and structures to various earthquake intensities has not been conducted in a systematic way in the country so far. A proper way of presentation of vulnerability versus earthquake intensity is to develop vulnerability functions such as those grossly developed for various building types under the earthquake intensities.

In order to perform the seismic analysis and design of a structure to be built at a particular location, the actual time history record is required. However, it is not possible to have such records at each and every location. Further, the seismic analysis of structures cannot be carried out simply based on the peak value of the ground acceleration as the response of the structure depend upon the frequency content of ground motion and its own dynamic properties. To overcome the above difficulties, earthquake response spectrum is the most popular tool in the seismic analysis of structures. There are computational advantages in using the response spectrum method of seismic analysis for prediction of displacements and member forces in structural systems. The method involves the calculation of only the maximum values of the displacements and member forces in each mode of vibration using smooth design spectra that are the average of several earthquake motions.

earthquake thus facilitates in earthquake-resistant design of structures

Usually response of a SDOF system is determined by time domain or frequency domain analysis, and for a given time period of system, maximum response is picked. This process is continued for all range of possible time periods of SDOF system. Final plot with system time period on x-axis and response quantity on y-axis is the required response spectra 103 pertaining to specified damping ratio and input ground motion. Same process is carried out with different damping ratios to obtain overall response spectra.

II. DESCRIPTION OF THE MODEL

The figure shows the plan of beam and column layout of G+12 floor irregular building. The dimension of the building plan 30802.88mmx26499.98mm. This plan is used for the modelling using E-Tabs software for different earthquake zones. We have assumed our model placed at bengaluru (zone II), manglore (zone III),Darjeeling (zone IV),Srinagar (zone V)

Fig. 1: G+12 Irregular Building Plan and Beam and Column Layout

Fig. 2: G+12 Irregular Building Model at Bengaluru (zone II) , Manglore(zone III) , Darjeeling (zone IV) and Srinagar

(zone V)

III. SCOPE

This study deals with the wind and earthquake effect application. The work includes analysis of 12 storey RC building withirregularplan configure rations including shear walls condition. The dynamic and static analysis is carried out for critical earthquake and wind effect for zone II, III, IV, V. for earthquake analysis

IV. OBJECTIVES

Following are the objectives made for the present study on the basis of literature survey:

1) To carry out the modelling and analysis for 12 storey building using E-TABS software.

2) To study the wind and earthquake motion on these models.

3) To analyse the structure considering shear walls 4) To study the results of displacement, bending moment

and storey drift, storey shear, Storey stiffness of the building.

5) To study the behaviour of irregular structure under strong earthquake and wind motion.

6) Compare the results obtained from the dynamic analysis. 7) Results are compared and tabulated.

V. METHODOLOGY

In this present study, 12storeys RC building is considered. E-TABS and MS EXCEL are the software used. This building is analyzed and designed as per IS code requirements, i.e. for gravity loads, imposed loads, lateral loads, as per IS 456-2000, and IS 875.IS 1893:2002 Analysis has been done for Different Earthquake zoneII. Dynamic analysis is carried out to get the Lateral storey displacement, storey drift& story shear.

VI. MODELING & ANALYSIS

[image:2.595.313.546.67.249.2] [image:2.595.46.287.298.704.2]E-TABS provides tools for laying out floor framing, frames, columns and walls in either concrete or in steel, as well as techniques for quickly generating gravity and lateral loads. The Seismic and wind loads are generated automatically according to the requirements of the selected building codes in software. All of these modelling and analysis options are completely integrated with a wide range of steel and concrete design features. Following steps are provided for basic modelling, analysis and design process: Set the units: Open a file from menu bar : Define grid data : Define storey data : Define structural properties : Draw structural objects : Assign properties : Define load cases : Assign loads : View the model : Analyse the model : Check the model : Extract the results : Save mode

*A.* *Load Combinations *
*1)* *Gravity Loads *

1.5(D.L+L.L) 1.5(D.L+L.L+SIDL)

*2)* *Equivalent Static Load *

1.2(D.L+L.L+SIDL±EARTHX) 1.2(D.L+L.L+SIDL±EARTHY) 1.5(D.L+SIDL±EARTHX) 1.5(D.L+SIDL±EARTHY) 0.9(D.L+SIDL) X1.5EARTHX 0.9(D.L+SIDL) X1.5EARTHY

*B.* *Structural Inputs of the Building *

The modelling is done by ETABS software as per the data given below:

Building Properties

Type of building – RC moment resisting frame Irregular plan – Tall building hight 40m Total dimension

Irregular plan-30802.88mmx26499.98mm Storey height – 3.0m

No. of stories – 12 storeys

MATERIAL PROPERTIES

Grade of concrete

M35 for Beams Slabs and columns Density of concrete – 35kN/m3

Modulus of elasticity of concrete - 5000√fck Grade of steel – Fe 500

Young’s modulus of steel – 2x105 N/mm2

*C.* *Frame Section Properties *

Beam size – 300mm X 750mm (Outer Beams) 300mm X 600mm (Inner Secondary Beams)

Column size - 300mm x750mm, 450mm x 1200mm

*D.* *Wall/Slab Section Properties *

Type of slab – Membrane

Thickness of slab – 150mm and 125mm Wall thickness – 200mm, 150mm and 100mm Density of brick masonry – 20kN/mm3

[image:3.595.306.554.69.319.2] Shear wall for irregular plan – 200

Fig: Model 1: Plan Irregular RC Frame Structure

Fig: Model 2: Plan Irregular RC Frame with Shear Wall Structure in All Different Earthquake Zones

VII. DISCUSSION OF RESULTS

In this project work the comparison of different earthquake zones are carried out. Totally 4 models are considered for the analysis which includes statically equivalent analysis and dynamic analysis as per response spectrum method. The following results likelateral storey displacement, storey drift andstorey shear are obtained as per IS 1893-2002(Part I).

*A.* *Storey Shear *

Equivalent static analysis for Irregular plan

Story Zone II Zone III Zone IV Zone V

KN KN KN KN

TERACE 997.9714 1596.754 1698.999 2395.132 GF-12 2015.781 3225.25 3479.027 4837.875 GF-11 2883.027 4612.844 4995.737 6919.265 GF-10 3611.755 5778.808 6270.195 8668.212 GF-9 4214.009 6742.415 7323.465 10113.62 GF-8 4701.835 7522.936 8176.615 11284.4 GF-7 5087.278 8139.644 8850.708 12209.47 GF-6 5382.382 8611.812 9366.811 12917.72

GF-5 5599.194 8958.71 9745.989 13438.07

GF-4 5749.757 9199.612 10009.31 13799.42 GF-3 5846.118 9353.789 10177.83 14030.68 GF-2 5900.316 9440.505 10272.62 14160.76 GF-1 5924.406 9479.049 10314.75 14218.57

GF 5930.428 9488.685 10325.29 14233.03

Fig 7.1.1: Story shear for models Irregular plan Earthquake X

The figure 7.1.1shows the EQ X load case storey shear for the Irregular plan and shows the values of UX. In this graph x-axis is No. of storey and in y-axis isstorey shear in kN. As the storey height increases the shear of the storeydecreases. The figure 7.1.1 also shows the maximum storey shear for Irregular plan for all zones at the base of the building. Out of all the earthquake zones, Srinagar region which lies in zone V shows maximum storey shear of 14233.03 KN

Storey Shear for Dynamic analysis for Irregular plan

Story Zone II Zone III Zone IV Zone V

KN KN KN KN

TERACE 862.5224 1380.035 1511.025 2070.055

GF-12 1600.595 2560.95 2809.929 3841.43

GF-11 2113.331 3381.327 3674.137 5071.996 GF-10 2479.981 3967.968 4256.481 5951.957 GF-9 2768.076 4428.919 4697.008 6643.385 GF-8 3021.284 4834.051 5089.235 7251.084 GF-7 3267.945 5228.709 5491.717 7843.071 GF-6 3524.895 5639.828 5936.964 8459.751 GF-5 3794.445 6071.108 6425.189 9106.671

GF-4 4065.81 6505.291 6929.966 9757.947

GF-3 4321.879 6915.002 7413.771 10372.51 GF-2 4540.002 7263.999 7827.328 10896.01 GF-1 4689.321 7502.909 8107.414 11254.38

GF 4748.918 7598.264 8216.83 11397.41

[image:4.595.301.551.144.503.2]Table 7.1.2: Storey Shear for RSM X Load Case In all Earthquake Zones

Fig. 7.1.2: Story Shear for Models Irregular Plan RSM X The figure 7.1.2 shows the RSM X load case storey shear for the Irregular plan and shows the values of UX. In

this graph x-axis is No. of storey and in y-axis isstorey shear in kN. As the storey height increases the shear of the storeydecreases. The figure 7.1.2 also shows the maximum storey shear for Irregular plan for all zones at the base of the building. Out of all the earthquake zones, Srinagar region which lies in zone V shows maximum storey shear of 11397.41kN

Story Zone II Zone III Zone IV Zone V

KN KN KN KN

TERACE 295.6276 862.5224 1380.035 2070.055

GF-12 521.4223 1600.595 2560.95 3841.43

GF-11 650.9075 2113.331 3381.327 5071.996 GF-10 741.0773 2479.981 3967.968 5951.957

GF-9 827.141 2768.076 4428.919 6643.385

GF-8 911.2254 3021.284 4834.051 7251.084 GF-7 988.2328 3267.945 5228.709 7843.071

GF-6 1060.46 3524.895 5639.828 8459.751

GF-5 1132.023 3794.445 6071.108 9106.671

GF-4 1205.744 4065.81 6505.291 9757.947

GF-3 1285.842 4321.879 6915.002 10372.51 GF-2 1370.439 4540.002 7263.999 10896.01 GF-1 1440.202 4689.321 7502.909 11254.38

GF 1471.725 4748.918 7598.264 11397.41

Table 7.1.3: Storey Shear for RSM Y Load Case In all Earthquake Zones

Fig. 7.1.3: Story Shear for Models Irregular Plan RSM Y The figure 7.1.3 shows the RSM Y load case storey shear for theIrregular plan and shows the values of UX. In this graph x-axis is No. of storey and in y-axis isstorey shear in mm. As the storey height increases the shear of the storeydecreases. The figure 9.3also shows the maximum storeyshear for theIrregular plan in earthquake zone V Srinagar attained 11397.41 kN

*B.* *Storey Drift *

Storey Drift for Equivalent static analysis for Irregular plan

Story

Zone II Zone III Zone IV Zone V

mm mm mm mm

TERACE 1.9 2.9 3.3 12

GF-12 2 2.9 3.3 12.2

GF-11 2 3 3.4 12.5

GF-10 2 3.1 3.4 12.7

GF-9 2.1 3.1 3.4 12.9

GF-8 2 3.1 3.3 12.8

GF-7 2 3 3.2 12.6

GF-6 1.9 2.9 3.1 12.1

[image:4.595.45.291.371.729.2]GF-4 1.6 2.5 2.5 10.2

GF-3 1.4 2.1 2.2 8.8

GF-2 1.1 1.7 1.7 7.1

GF-1 0.8 1.2 1.1 4.9

[image:5.595.45.291.61.283.2]GF 0.3 0.5 0.5 2

[image:5.595.298.549.176.550.2]Table 7.2.1: Storey Drift for EQ X Load Case In all Earthquake Zones

Fig.7 .2.1: Story Drift for models of irregular plan EQRS X Figure 7.2.1 shows the EQ X load case storey drift for the irregular plan and shows the values of UX. In this graph the figure x-axis is No. of storey and in y-axisstorey drift in mm. As the storey height increases the drift of the storey also increases with height. The figure 7.2.1 shows the maximumstorey drift for the Irregular plan of 2.1mm in case of earthquake zone II, 3.1mm in case of zone III, 3.4mm in case of zone IV and 12.9mm in case of zone V.

Story

Zone II Zone III Zone IV Zone V

m mm mm mm

TERACE 6.00E-05 0.1 0.2 0.3

GF-12 7.00E-05 0.1 0.2 0.3

GF-11 8.00E-05 0.1 0.2 0.4

GF-10 8.00E-05 0.1 0.2 0.4

GF-9 9.00E-05 0.1 0.2 0.4

GF-8 0.0001 0.2 0.2 0.4

GF-7 0.0001 0.2 0.2 0.4

GF-6 0.00011 0.2 0.3 0.4

GF-5 0.0001 0.2 0.2 0.4

GF-4 0.0001 0.2 0.2 0.3

GF-3 9.00E-05 0.1 0.2 0.3

GF-2 7.00E-05 0.1 0.2 0.2

GF-1 5.00E-05 0.1 0.1 0.1

GF 2.00E-05 0.03099 0.04649 0.1

Table 7.2.2: Storey Drift for EQ Y Load Case In all Earthquake Zone

Fig. 7.2.2: Story Drift for Models of Irregular Plan EQ Y

Figure 7.2.2 shows the EQ Y load case storey drift for the irregular plan and shows the values of UX. In this graph the figure x-axis is No. of storey and in y-axisstorey drift in mm. As the storey height increases the drift of the storey also increases with height. The figure 7.2.2 shows the maximumstorey drift for the Irregular plan of 0.0001mm in case of earthquake zone II, 0.2mm in case of zone III, 0.3mm in case of zone IV and 0.4 mm in case of zone V.

Storey Drift for Equivalent dynamic analysis for Irregular plan

Story Zone II Zone III Zone IV Zone V

m mm mm Mm

TERACE 0.00079 1.3 1.9 2.1

GF-12 0.0008 1.3 1.9 2.1

GF-11 0.00082 1.3 2 2.1

GF-10 0.00084 1.3 2 2.2

GF-9 0.00084 1.4 2 2.1

GF-8 0.00084 1.3 2 2.1

GF-7 0.00083 1.3 2 2

GF-6 0.0008 1.3 1.9 1.9

GF-5 0.00076 1.2 1.8 1.8

GF-4 0.00069 1.1 1.7 1.6

GF-3 0.00061 1 1.5 1.4

GF-2 0.0005 0.8 1.2 1.1

GF-1 0.00035 0.6 0.8 0.8

GF 0.00015 0.2 0.4 0.3

Table 7.2.3: Storey Drift for RSM X Load Case In all Earthquake Zones

Fig. 7.2.3: Story Drift for Models of Irregular Plan RSM X Figure 7.2.3 shows the RSM X load case storey drift for the irregular plan and shows the values of UX. In this graph the figure x-axis is No. of storey and in y-axisstorey drift in mm. As the storey height increases the drift of the storey also increases with height. The figure 7.2.3 shows the maximumstorey drift for the Irregular plan of 0.00084mm in case of earthquake zone II, 1.4mm in case of zone III, 2.0mm in case of zone IV and 2.1 mm in case of zone V.

Story

Zone II Zone III Zone IV Zone V

m mm mm mm

TERACE 0.00079 0.7 1.3 1.9

GF-12 0.0008 0.7 1.3 1.9

GF-11 0.00082 0.7 1.3 2

GF-10 0.00084 0.7 1.3 2

GF-9 0.00084 0.7 1.4 2

GF-8 0.00084 0.7 1.3 2

[image:5.595.46.287.385.752.2]GF-6 0.0008 0.6 1.3 1.9

GF-5 0.00076 0.6 1.2 1.8

GF-4 0.00069 0.5 1.1 1.7

GF-3 0.00061 0.5 1 1.5

GF-2 0.0005 0.4 0.8 1.2

GF-1 0.00035 0.3 0.6 0.8

[image:6.595.44.291.63.337.2]GF 0.00015 0.1 0.2 0.4

[image:6.595.306.555.64.197.2]Table 7.2.4: Storey Drift for RSM Y Load Case In all Earthquake Zones

Fig. 7.2.4: Story Drift for Models of Irregular Plan RSM Y Figure 7.2.4shows the RSM Y load case storey drift for the irregular plan and shows the values of UX. In this graph the figure x-axis is No. of storey and in y-axisstorey drift in mm. As the storey height increases the drift of the storey also increases with height. The figure 7.2.4 shows the maximumstorey drift for the Irregular plan of 0.00084mm in case of zone II, 0.7mm in case of zone III, 1.4mm in case of zone IV and 2.0 mm in case of zone V.

*C.* *Lateral Storey Displacement *

Lateral Storey Displacement for Static analysis for Irregular plan

Story Zone II mm

Zone III mm

Zone IV mm

Zone V mm

TERACE 0.016172 25.9 38.8 42.4

GF-12 0.014819 23.7 35.6 38.7

GF-11 0.01344 21.5 32.3 34.9

GF-10 0.012031 19.3 28.9 31

GF-9 0.010599 17 25.4 27.1

GF-8 0.009153 14.6 22 23.2

GF-7 0.007714 12.3 18.5 19.4

GF-6 0.006303 10.1 15.1 15.7

GF-5 0.004947 7.9 11.9 12.3

GF-4 0.003678 5.9 8.8 9

GF-3 0.00253 4 6.1 6.1

GF-2 0.00154 2.5 3.7 3.7

GF-1 0.000753 1.2 1.8 1.8

GF 0.000217 0.3 0.5 0.5

Table 7.3.1: Lateral Storey Displacement for EQX Load Case In all Earthquake Zones

Fig.7.3.1: Story Displacements for Models of Irregular Plan EQ X

The figure 7.3.1 shows the EQ X load case lateral storey displacement for the irregular plan and shows the values of UX. In this graph x-axis is No. of storey and in y-axis is displacement in m. As the storey height increases the displacement of the storey also increases with height. The figure 7.3.1 shows the maximum lateral storey displacement for an Irregular plan at the top storey of the building as 0.016mm in case of zone II,25.9mm in case of zone III, 38.8mm in case of zone IV and 42.4mm in case of zone V.

Story

ZoneII Zone III Zone IV Zone V

mm mm mm Mm

Gf-12 0.013358 21.4 32.1 37.4

Gf-11 0.012208 19.5 29.3 33.9

Gf-10 0.011018 17.6 26.4 30.3

Gf-9 0.009786 15.7 23.5 26.6

Gf-8 0.008523 13.6 20.5 22.9

Gf-7 0.007242 11.6 17.4 19.3

Gf-6 0.005966 9.5 14.3 15.7

Gf-5 0.00472 7.6 11.3 12.2

Gf-4 0.003535 5.7 8.5 9

Gf-3 0.002447 3.9 5.9 6.2

Gf-2 0.001496 2.4 3.6 3.7

Gf-1 0.000731 1.2 1.8 1.8

Gf 0.00021 0.3 0.5 0.5

[image:6.595.227.543.327.697.2]Base 0 0 0 0

Table 7.3.2: Lateral Storey Displacement for EQ Y Load Case In all Earthquake Zones

Fig. 7.3.2: Story Displacements for Models of Irregular Plan EQ Y

[image:6.595.57.394.332.700.2]figure 7.3.2 shows the maximum lateral storey displacement for an Irregular plan at the top storey of the building as 0.013mm in case of zone II, 21.4mm in case of zone III, 32.1mm in case of zone IV and 37.4mm in case of zone V

Lateral Storey Displacement for Dynamic analysis for Irregular plan

Story Zone II Zone III Zone IV Zone V

mm mm mm mm

GF-12 0.010566 16.9 25.4 26.9

GF-11 0.009603 15.4 23 24.2

GF-10 0.008621 13.8 20.7 21.6

GF-9 0.007623 12.2 18.3 18.9

GF-8 0.006616 10.6 15.9 16.3

GF-7 0.005608 9 13.5 13.7

GF-6 0.004614 7.4 11.1 11.1

GF-5 0.003651 5.8 8.8 8.7

GF-4 0.002739 4.4 6.6 6.5

GF-3 0.001902 3 4.6 4.4

GF-2 0.00117 1.9 2.8 2.7

GF-1 0.000579 0.9 1.4 1.3

GF 0.00017 0.3 0.4 0.4

[image:7.595.310.547.66.287.2]BASE 0 0 0 0

Table 7.3.3: Lateral Storey Displacement for RSM X Load Case In all Earthquake Zones

Fig. 7.3.3: Maximum Story Displacements for models irregular plan RSM X

The figure 7.3.3 shows the RSM X load case lateral storey displacement for the irregular plan and shows the values of UX. In this graph x-axis is No. of storey and in y-axis is displacement in m. As the storey height increases the displacement of the storey also increases with height. The figure 7.3.3 shows the maximum lateral storey displacement for an Irregular plan at the top storey of the building as 0.01mm in case of zone II, 16.9mm in case of zone III, 25.4mm in case of zone IV and 26.9mm in case of zone V.

Story Zone II Zone III Zone IV Zone V

mm mm mm Mm

TERACE 0.011514 18.4 27.6 28.7

GF-12 0.010566 16.9 25.4 26.3

GF-11 0.009603 15.4 23 23.8

GF-10 0.008621 13.8 20.7 21.3

GF-9 0.007623 12.2 18.3 18.8

GF-8 0.006616 10.6 15.9 16.2

GF-7 0.005608 9 13.5 13.7

GF-6 0.004614 7.4 11.1 11.2

GF-5 0.003651 5.8 8.8 8.8

GF-4 0.002739 4.4 6.6 6.6

GF-3 0.001902 3 4.6 4.5

GF-2 0.00117 1.9 2.8 2.7

GF-1 0.000579 0.9 1.4 1.3

GF 0.00017 0.3 0.4 0.4

BASE 0 0 0 0

Table 7.3.4: Lateral Storey Displacement for RSM Y Load Case In all Earthquake Zones

Fig.7.3.4: Maximum Story Displacements for models irregular plan RSM Y

The figure 7.3.4 shows the RSM Y load case lateral storey displacement for the irregular plan and shows the values of UX. In this graph x-axis is No. of storey and in y-axis is displacement in m. As the storey height increases the displacement of the storey also increases with height. The figure 7.3.4 shows the maximum lateral storey displacement for an Irregular plan at the top storey of the building as 0.01mm in case of zone II,18.4mm in case of zone III, 27.6mm in case of zone IV and 28.7mm in case of zone V.

VIII. CONCLUSION

In this work, an attempt has been made to check the performance of RC frame building with shear walls for Earthquake loads. Dynamic analysis is carried out to compare the results. Totally four different models of 12 storey with shear wall are considered for the analysis. The analysis results are tabulated and compared.

Following are the major conclusions drawn from those results,

In High rise structure the wind pressure is mainly depends on exposed area of building against the wind intensity So that the exposed area of building need to be altered or needs to deviate to some angle to reduce wind pressure.

As the height of the building increases the storey shear decreases and it increases as the earthquake zones changes from low to very severe region.

As the height of the building increases storey drift increases with the change in earthquake zones from low to severe region.

As the height of the building increases the lateral storey displacement increases and it increases as the earthquake zones changes from low to very severe region.

UX values obtained from equivalent static analysis attain greater values than the results obtained from the dynamic analysis.

[image:7.595.50.288.121.494.2]Irregular high rise structures is not preferable in earthquake prone zone especially in Zone V.

RC shear wall acts as better lateral load resisting element. The presence of RC shear wall influences the overall behaviour of structures when subjected to lateral forces. Hence RC shear wall can be considered as displacement and drift control structural element.

REFERENCES

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