Siesmic Threat to Hyderabad Buildings

1

SEISMIC THREAT TO HIGH RISE BUILDINGS IN HYDERABAD DUE TO

NEARBY ZONE-3 AREAS

KOLLIPARA.RAJESH

(20111631)

MASTER OF TECNOLOGY

IN

COMPUTER AIDED STRUCTURAL ENGINERRING

([email protected])

International Institute of Information Technology Gachibowli, Hyderabad Andhra

Pradesh, INDIA 500032

2

CERTIFICATE

It is certified that work contained in the project titled “SEISMIC THREAT TO HIGH RISE

BUILDINGS IN HYDERABAD DUE TO NEARBY ZONE-3 AREAS” by RAJESH

KOLLIPARA, has been carried out under my/our supervision and it is not published elsewhere

for a degree.

Advisor: Dr.Ramancharla Pradeep kumar

3

ABSTRACT

This project deals how to find seismic threat to high rise buildings in Hyderabad due to

nearby ZONE 3 areas. Procedure and analysis are explained by taking 3,7,10 and 15

storey building as example problem, which are existing in Hyderabad. Design of building

is done by using IS 456,IS 875 part 3(wind load),IS 1893 (earthquake loads) . Pushover

analysis is used to find final results using software like SAP, excel sheet, Auto Cad,

Matlab.

4

INDEX

1) About Project 7

2) Calculating damage index 8 3) Performance point 8

4) Fragility curve. 10

5) Code for ADRS and Fragility curve 12

6) Building Design 15 7) Design of structure for 3 storied buildings 16

8) Slab Design 18

9) Wind load calculations 21

10) Stair case Design 21

11) Design of structure for 7 storied building 31



14) Comparing all results 47

15) Seismic threat to building in Hyderabad 49

16) Conclusion. 49

5

LIST OF TABLES

Page

Table 1 Details of G+5 storied Building 16

Table 2 Wind load calculations 21

Table 3 Details of 7 storied Building 32



Table 6 Comparing all base shear and capacity 47

Table 7 No. of buildings in ZONE 49

LIST OF FIGURES

Page

Fig1. A.P zone map 7

Fig2. Building subjected to displacements 8

Fig3. Pushover curve 8

Fig4. Design spectrum 9

Fig5. ADRS format 10

Fig6. Total area under pushover curve (T) 10

Fig7. Fragility curve 11

Fig8. Stair case details 25

Fig9. Stair case section 25

Fig10. Pushover curve for 3 storied building 28

Fig11. ADRS format for 3 storied building 29

Fig12. Fragility curve for 3 storied building 29

6

Fig13. Sap model for 7 storied building 33


Fig15. ADRS for 7 storied building 35



Fig18. ADRS for 10 storied building 41




Fig22. Comparing all pushover analysis 47

Fig23. Comparing all fragility curves 48

LIST OF PLAN

Page

Plan1. 3 storied building 17

Plan2. Reinforcement distribution details for3 storied building 20

Plan3. Beam details for3 storied building 20.1

Plan4. Beam reinforcement details for3 storied building 20.2




7

.

INTRODUCTION

Hyderabad is in ZONE 2 area and surrounded by ZONE 3 areas. Generally, waves with

high frequency affect nearby buildings and waves with low frequency travel long

distance which damages tall buildings in other regions.

. Fig.1 (A.P zone map)

Aeronautical distance from Hyderabad to ZONE 3areas are as follows

1)Bhadrachalam, A.P (260Km)

2)Vijayawada, A.P(247 Km)

3)Latur, Maharashtra(230Km)

4)Khammam, A.P(179Km)

5)Warngal, A.P(140Km)

These areas are ZONE 3 areas which are very near to Hyderabad. We require ground

motions to generate damage index, but ground motions in selected areas are not

available, so by considering few selected ground motion data from other areas are

collected. Ground motions which are considered are as follows.

1)Bhuj

2)Chamba

3)Chamoli

4)Dharmashala

8

Above ground motions are of different “g” values. So they are normalized to 0.1g and

0.16g. Assuming these ground motion occurred in selected ZONE 3 areas. So, by using

available data and matlab program me we can generate damage index. For pushover

analysis 4 buildings are planned and designed according to Hyderabad conditions.

CALCULATING DAMAGE INDEX

To methods are used to generate damage index.

1) Performance point and

2) Fragility curve.

PERFORMANCE POINT

It is a plot between base Sa (vs) Sd. To get performance point we require capacity

curve and demand curve (design spectrum) are converted to ADRS format and plotted

in a single graph. Performance point is points were two curves meet at a point.

Capacity curve (Base shear vs Displacement)

To generate this curve pushover analysis is done. When structure is subjected to lateral

load, we get strength of structure and when it is subjected to lateral displacement, we

get capacity of the structure.

fig.2 (building subject to lateral force or displacement)

fig.3 (Pushover curve )

9

Design demand spectrum (Sa vs T)

The design demand spectrum has to be developed for given site considering range of

earthquakes or IS 1893-2002 code gives design response spectrum for different zones.

IS 1893-2002codes gives design response spectrum for three sites i.e., rocky or hard

soil, medium soil, soft soil sites is represented in figure 2.5. The classification of site into

above mentioned categories is based on IS 1893-2002. The design response spectrum

is for 5% damped structure. IS1893 gives modification factors for other damping values.

For special structure site design spectrum has to be developed. The reduction factors

given in IS1893 for other damping can be used as reduction factors to get reduced

design demand response spectrum.

Fig.4(design spectrum)

To convert demand curve and pushover curve to ADRS format to show performance

point, following steps are followed.

1. Pushover is a plot between base shear (vs) displacements. This plot is converted

to Sa (vs) Sd.

Sa=Base shear (v)/(A*W)

Where A=Z/2*I/R and

W=seismic weight.

Sd=∆/(Pf*φ)

Where ∆=displacement

Pf=participation factor and φ= Mode shape at roof

2. Demand curve is plot between Sa (vs) Time. This plot is converted to Sa (vs) Sd.

Sd=T*T*Sa/(4π*π).

From above steps we get ADRS curve as show below (fig 5)

10

fig 5( ADRS curve)

FRAGILITY CURVES

It is a plot between displacement (vs) damage index (or) acceleration (vs) damage

index. Seismic fragility curves are essential tools for assessing the vulnerability of a

particular building, or a class of buildings, and offer a means of communicating the

probability of damage over a range of potential earthquake ground motion intensities.

Fragility curves for buildings in their retrofitted condition provide a number of

advantages and opportunities for building owners. This includes offering tools to

evaluate alternative retrofit measures for buildings, assess the regional risk to an

inventory comprised of as-built and retrofitted structures, or perform probabilistic return

on investment examinations. Regardless of the ultimate application of such tools,

fragility curves for retrofitted buildings are critical pieces of the risk and reliability

assessment of buildings exposed to the seismic hazard. As such, an appropriate

methodology for their development is necessary.

To generate fragility curve, following steps are required.

1) Find angle of line w.r.to x-axis.

2) Find total area under curve Ee.

3) Deduct elastic area E form Ee

Total area T=Ee-E

4) Similarly find area for different displacement values (ti).

5) Damage Di=ti/T

6) Plot between Di (vs) displacement values.

Fig below explains to calculate total area T

11

Fig 6 (area for T)

Fig 7 below explains for calculating ti values for different displacements.

fig7 (area for t (i))

For area t4=t4+t3+t2+t1.

Triangular area =1/2xf(i)*(x(i)-x’(i))

Where x’(i)=f(i)/tan(φ)

D(i)=t(i)/T

Plot D(i) vs displacement m(i) we get curve as shown (fig 8)

12

Fig.8 (fragility curve)

General code for getting ADRS format and FRAGILITY curve using matlab is as

below.

% Program to find performance point and damage of a 3-storey structure clear all; clc; % Loading values of capacity curve obtained from SAP push=load('Book2.txt'); % Base shear Vs Roof disp roof_disp=push(:,1); Vb=push(:,2); % Constants g=9.81; pi=22/7; % Input from user storey=input('\n'); E=5000*sqrt(fck); disp('enter Mass at each floor'); for i=1:1:storey; m(i)=input('\n'); end disp('enter stiffness'); for i=1:1:storey; k(i)=input('\n'); end W=m*g; % Determination of Dynamic properties M=zeros(storey,storey); for i=1:1:storey

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M(i,i)=m(i); end k(storey+1)=0; K=zeros(storey,storey); for i=1:1:storey for j=i:1:storey K(i,j)=k(j)+k(j+1); k(i,j+1)=-k(j+1); k(i+1,j)=-k(j+1); end end [m_shape,lamda]=eig(K,M); womega=sqrt(lamda(storey,storey)); for i=1:storey for j=1:storey phi(j,i)=m_shape(j,i)/m_shape(storey,i); end end totalm=0; % Determination of modal contribution for i=1:storey sum1=0; sum2=0; for k=1:storey sum1=sum1+W(k)*phi(k,i); sum2=sum2+W(k)*(phi(k,i)^2); end pf(i)=sum1/sum2; modalm(i)=(sum1^2)/(g*sum2); totalm=totalm+modalm(i); end PF=pf(1); alpha=modalm(1)/totalm; % capacity curve for i=1:length(push(:,1)) Sa(i)=Vb(i)/(alpha*wt)*9.81; Sd(i)=roof_disp(i)/(PF*abs(phi(storey,1))); end %T(1)=0; T=0:0.1:4; % Demand curve for i=1:length(T) if T(i)<=0.1 Sa1(i)=(1+15*T(i));

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end if T(i)>0.1 && T(i)<=0.4 Sa1(i)=2.5; end if T(i)>0.4 && T(i)<=4 Sa1(i)=(1/T(i)); end Sd1(i)=(T(i)^2/(4*pi^2))*Sa1(i); end % Plotting capacity spectrum plot(Sd,Sa,Sd1,Sa1); xlabel('Spectral displacement Sd'); ylabel('Spectral acceleration Sa'); title('Capacity & Demand curves using MATLAB'); legend('Capacity','Demand'); %Damage curve Emax=trapz(roof_disp,Vb); slope=((Vb(2,1)-Vb(1,1))/(roof_disp(2,1)-roof_disp(1,1))) angle=atan(slope) for i=2:length(Vb) for j=1:i X(j)=push(j,1); Y(j)=push(j,2); end E=trapz(X,Y); X1(i)=Y(i)/tan(angle) area(i)=X1(i)*Y(i)*0.5 E1(i)=E; end for i=2:length(Vb) damage(i)=((E1(i)-area(i))/(Emax-area(length(Vb)))); end figure(1); plot(roof_disp,damage); title('fragility curve') xlabel('Displacement in m'); ylabel('Damage Index'); disp(‘enter displacement value from response spectrum’); rsdisp=input(‘\n’); damagefactor=interp1(roof_disp,damage,rsdisp)

15

Building Design

Most of the building in Hyderabad is open to parking at ground floor, this causes soft

story effect. in this project soft story affect is considered. Project is done for complete

Hyderabad location, so total number of building in Hyderabad are collected from GHMC

and based on height of buildings classification is done. Classification of building is as

follows.

1) up to 3 storied buildings as class 1



4) more than 10 storied buildings as class 4

Design procedure is as follows.

1) Procuring typical building plan (as per client requirement )

2) Rough orientation columns and beam.

3) Modeling in SAP tool.

4) Calculate live load and dead load for design of slab. We get slab thickness.

5) Calculate load coming from slab to beam using yield line theory and also

calculate wall load to beam. Then apply loads to beams.

6) Calculate wind loads as per IS 875.

7) Calculate earthquake force as per IS 1893.

8) By using 53 load combinations building is designed. During design orientation of

column and beam will be finalized.

After passing of all sections in structure, building is analyzed for pushover analysis.

From this we get capacity curve. By plotting demand curve and capacity curve in a

single plot gives as performance point.

16

For class 1, Design of structure for 3 storied buildings

Building is used as hostel in Hyderabad location.

Table 2(Details of G+3 storied Building)

TYPE OF BUILDING HOSTEL

AREA OF PLOT 725sq.m

GRADE OF CONRETE M25

GRADE OF STEEL Fy415

NO.OF FLOORS G+3

NO.OF COLUMS 56

MAX SIZE OF COLUME 800x230mm

MAX SIZE OF BEAM 500x230mm

TOTAL SEISMIC WEIGTH 31466.683 kN

PEAK DISPLACEMENT ( FROME RESPOUNSE

SPECTRUM ANALYSIS DUE TO 0.1g AND 0.16g) 0.049979m

17

AUTO CAD plan

Plan.1 (3 storied building)

18

Slab design in excel sheet

Design of Two waySlab

Master bed room PANEL (P1)

Fy = 500 N/mm² Ly = 1.550 m

Fck = 20 N/mm² Lx = 1.550 m

Clearcover 20 mm

Slab thickness = 150 mm Beam width 230 mm

D.L.of slab = 3.750 Ley = 1.446 m

Floor finishes = 1.500 Lex = 1.446 m

Partition 0.000

Live load = 10.000 dx= 126

Total 15.250 dy= 118

kN/m²

Ly/Lx = 1.000 Ast Required Ast Provided

1 Edge Condition= Interior panel Ast 8 mm 8

Mx- = αx*1.5*w*lx² = 0.031 1.51 kN-m 180 279 c/c 175

Mx+ = αx*1.5*w*lx² = 0.024 1.13 kN-m 180 279 c/c 175

8 mm 8

My- = αy*1.5*w*lx² = 0.032 1.53 kN-m 180 279 c/c 175

My+ = αy*1.5*w*lx² = 0.024 1.15 kN-m 180 279 c/c 175

Check for deflection

fs = 182

Pt = 0.23 Modification factor = 2.00

d required = 27.8

d provided = 126.0 O.K

19

Design of One way Slab

CORRIDOR Slab P9

Fy = 500 N/mm²

Fck = 20 N/mm² Lx = 1.570 m

Clearcover 25 mm

Slab thickness = 125 mm Beam width 230 mm

D.L.of slab = 3.13

Floor finishes = 4.00

Live load = 3.00 dx= 95

Total 10.125 kN/m² dy= 85

Ast Required

Ast Provided

Ast 10

mm 10

M=1.5*(W*Lx²/10)= 3.744 kN-m 150 523 c/c 150

8

mm 8

Distribution steel=0.12*1000*d/100= 150 335 c/c 175

Check for deflection

fs = 83

Pt = 0.55 Modification factor = 2.00

d required = 39.3

d provided = 95.0 O.K

20

Reinforcement distribution for slab (plan2)

Plan.2 (3 storied building reinforcement details

21

Wind load calculations

Design Of Critical Closed Staircase

Length of span = 5.60 m

Length of Flight = 2.77 m

Width of Flight = 1.20 m

Depth of Slab = 175 mm

Height of riser = 0.15 m

Width of tread = 0.30 m

Clear cover = 20 mm

Grade of concrete = 20 N/mm2 (fck)

Grade of Steel = 500 N/mm2 (fy)

Density of R.C.C = 25 KN/m3

Density of P.C.C = 24 KN/m3

Max dia of bar used = 16 mm

Loads on stair slab:

self weight = 0.175 x 25 = 4.375 KN/m2

Weight on plan = 4.375 x sqrt(0.3^2+0.15^2)

0.30

= 4.89 KN/m2

l w h l w h

1 10 44 1.00 0.88 1.00 38.72 0.90 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.2 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.21.08 1.08

2 15 44 1.00 0.94 1.00 41.36 1.03 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.2 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.21.23 1.23

3 20 44 1.00 0.98 1.00 43.12 1.12 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.2 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.21.34 1.34

4 30 44 1.00 1.03 1.00 45.32 1.23 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.2 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.21.48 1.48

5 50 44 1.00 1.09 1.00 47.96 1.38 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.2 42.00 27.00 30.00 1.11 1.56 0.5 0.7 1.21.66 1.66

Topography

Factor

K3

Building Dimensions

Cpe for

Surface

for wind in

X

direction

Height

up to

Building

Plan

Rario

l/w

Basic

Wind

Speed

Vb in

m/s

Cpi CpS.No.

Design

Wind

Velocity

Vz in

m/s

Building

Height

Ratio

h/w

Risk

Factor

K1

Terrain,

Height and

structure

size factor

K2

CALCULATION OF DESIGN WIND PRESSURE FOR INDIVIDUAL MEMBERS

Building Dimensions

Design

Wind

Pressure

Pz in

KN/sqm

Cp

Design

Wind

Pressure

in X

direction

Design

Wind

Pressure

in Z

direction

Building

Height

Ratio

h/w

Building

Plan

Rario

l/w

Cpe for

Surface

for wind in

Z direction

Cpi

Weight of steps

Floor finish

Live load

Total

Loads on Landing:

self weight

Floor finish

Live load

Total

8.88

A

Ra

1.40

Support Reactions: Ra, Rb Taking Moments about A

Max. B.M

Distance of Zero Shear Force

x

Mx

= 1

x 0.15*0.3

0.30 2

= 1.8 KN/m2

= 1.5 KN/m2

= 3.0 KN/m2

= 11.19 KN/m2

= 0.175 x 25 =

= 1.5 KN/m2

= 3.0 KN/m2

= 8.88 KN/m2

KN/m2

2.32

m 2.77 m 1.40

5.60 m

:

: Rb= 28.04103 KN

Ra= 28.0754 KN

Distance of Zero Shear Force

: 28.05 - ( (8.88+2.32)*x )=0

= 2.51 m

= (28.05 * 2.51) - ((2.32 +8.88)* (2.51^2/2))

= 35.13 KN.m

22

0.15*0.3 x 24

4.375 KN/m2

KN/m2

B

Rb 28.04

m

23

FACTORED Mu = Mx * 1.50

= 52.69 KN.m

Design of slab:

Effective depth of slab = 175-20-8

= 147 mm

Mulim = 0.133 fck bd2

= 57.48 KN-m

Mu < Mulim OK

Ast Required = (1-SQRT(1-4.6*Mu*1000000/Fck/b/1000/d/d/1000/1000))

*0.5*Fck/Fy*b*d*1000*1000

= 824.566965 Sq.mm

Area of Bar = 201.0619298 Sq.mm

No of Bars Required = 5 Nos

Spacing Required = 290 mm

Spacing Provided = 125 mm

No of Bars Provided = 8 Nos

Ast Provided = 1608.50 Sq.mm > Ast Required

OK

Provide # 16 @ 125 mm c/c

Distribution steel:

Min steel required = 0.12 %bd

= 176.40 mm

2

Provide # 8 @ 150 mm c/c

Area of each bar = 50.24 mm2

Ast provided = 334.93 mm2

Deflection check:

24

l/d Provided = 5600/147 38.10

Ast provided 1608.50 mm

2

Pt = 100*Ast/bd

= 0.91 %

Fs = 0.58*fy* Ast required/Ast provided

= 148.66 N/mm2

Modification Factor (F) = MIN(1/(0.225+0.00322* fs+0.625*LOG(F48)), 2)

= 1.47

l/d = 26

l/d Allowable = F*26 29.49

l/d Provided < l/d Allowable ok

Summary: Provide 175 mm Depth of Slab with 16 @ 125 mmC/C as Main Steel

8 @ 150 mm c/c as Distribution Steel

25

Stair case plan Fig.8

fig 9 (stair case section x-x )

26

Sap model

27

SAP BUILDING MODEL

28

PUSHOVER ANALYSIS

Pushover analysis is done on SAP TOOL.

(Fig.10 (pushover curve for 3 storied building))

Seismic weight (W) = 31466.683KN

Alfa=Z/2*I/R*Sa/g

Vd=Alfa*W

Z=0.1, I=1.5 (HOSTEL BUILDING), R=3, T=.0075*H^ (.75) =.0499

Sa/g=2.5

Vb=1966.625KN (DEMAND)

Capacity = 6.78x10^3KN. (Capacity is more than demand)

29

(Fig.11(ADRS format for 3 storied building))

(Fig 12 (fragility curve for 3 storied building))

30

To find damage of the building we need to consider a particular displacement value, for

that value we conduct response spectrum analysis. As mentioned earlier we consider 4

ground motions i.e.

1)Bhuj

2)Chamba

3)Chamoli

4)Dharmashala

Which are normalized to 0.1g and 0.16g. By conducting response spectrum analysis we

get max displacement that can happen to the building due to above ground motions.

From sap we can compute analysis, max displacement occurred is 0.049979 meters

and corresponding damage value is 0.1121.

31

For class 2, Design of structure of 7 storied buildings.

This building is used for residential located in Hyderabad.

Plan.5 (7 storied building plans)

Elevation

32

Table 3 (Details of 7 storied Building)

TYPE OF BUILDING RESIDENTIAL

AREA OF PLOT 1846.46sq.m



NO.OF FLOORS G+7

NO.OF COLUMS 120

MAX SIZE OF COLUME 100X300mm


TOTAL SEISMIC WEIGTH 132786.482KN


SPECTRUM ANALYSIS DUE TO 0.1g AND

0.16g)

0.016977m

33

SAP model (fig 13)

34

Pushover curve. (fig14)

Seismic weight (W)= 132786.482KN

Alfa=Z/2*I/R*Sa/g

Vd=Alfa*W

Z=0.1, I=1.0(RESIDENTIAL BUILDING), R=3, T=.0075*H^ (.75) =.073

Sa/g=1.5


Capacity = 10.9x10^3KN.

Capacity is more than demand, but has no performance point. In this case Fragility

curve is used to find damage index.

35

ADRS (fig18)

36

Fragility curve (fig16)

Max displacement value from response spectrum is 0.016977 and corresponding

damage factor is 0.2396.

37




TYPE OF BUILDING

RESIDENTIAL

AREA OF PLOT

1069.12

GRADE OF CONRETE

M25

GRADE OF STEEL

Fy415

NO.OF FLOORS G+10

NO.OF COLUMS 51


MAX SIZE OF BEAM 530x300



SPECTRUM ANALYSIS DUE TO 0.1g AND

0.16g)

0. 021172m

38

Building plan (plan 6)

39

SAP model

40

Pushover curve (fig17)

Seismic weight (W)= 140152.584KN

Alfa=Z/2*I/R*Sa/g

Vd=Alfa*W

Z=0.1, I=1.0(RESIDENTIAL BUILDING), R=3, T=.0075*H^ (.75) =1.032

Sa/g=1


Capacity = 6.28x10^3KN. Capacity is more than demand, but has no performance point.

41

ADRS (fig18)

Fragility curve (fig 19)

Max displacement value from response spectrum is 0. 021172m and corresponding


42



plan 7 (15 storied building plan)

43


TYPE OF BUILDING RESIDENTIAL

AREA OF PLOT 1566.71sq.m



NO.OF FLOORS G+15

NO.OF COLUMS 138





SPECTRUM ANALYSIS DUE TO 0.1g AND 0.16g) 0.010977m

44

SAP model

45

Pushover curve (fig20)

Seismic weight (W)= 398921.376KN Alfa=Z/2*I/R*Sa/g

Vd=Alfa*W

Z=0.1, I=1.0(RESIDENTIAL BUILDING), R=3, T=.0075*H^ (.75) =1.3

Sa/g=.75


46

Fragility curve (fig21)

Max displacement value from response spectrum is 0.010977m and corresponding


47

Pushover curve all together (fig22)

Table.6 (comparing all base shears and capacity)

Z I R Sa/g Ah=z/2*I/R*Sa/g

W KN (seismic wt)

Base shear (Demand) KN

Capacity KN factor

3 floors 0.1 1.5 3 2.5 0.0625 31466.683 1966.66 6780 3.4474 7 floors 0.1 1 3 1.5 0.025 132786.48 3319.6 10900 3.2834 10 floors 0.1 1 3 1 0.0166 140152.58 2335.84 6280 2.6885 15 floors 0.1 1 3 0.75 0.0125 398921.36 4986.51 10531.52 2.112

48

Fragility curve all together (fig23)

Damage factors:-

D 1(3 storied) = 0.1121

D2 (7 storied) = 0. 2396

D3 (10 storied) =0.0203

D4 (15 storied) =0.0068

It means that gradual increase of damage index from 3 to 7 storied building, then

gradual decrease of index from 7 to 10 storied. So in Hyderabad, 7 storied building has

more damage index than compared to others buildings.

49

Seismic Threat to Buildings in Hyderabad

GHMC Hyderabad is divided into 5 zones.

1) East zone

2) South zone

3) West zone

4) East zone

5) Central zone

On average every year 9500 new building are constructed in Hyderabad. Data from

GHMC is taken from 2010-2012 to know which zone has more risk of damage.

Table 7 (no. of buildings as per zones)

Ht of building/Zone

up to G+3

up to G+6

up to G+10

MORE THEN G+10

EAST 4128 257 15 2

CENTRAL 1837 231 30 27

SOUTH 1422 1363 12 2

WEST 3057 610 36 25

NORTH 4111 210 12 8

From above data SOUTH zones is more vulnerable.

Conclusion:-

Even though Hyderabad is in ZONE 2, building can be affected by nearby ZONE 3

areas. To find damage index two methods are used 1) performance point and 2)

Fragility curve. From pushover curve we can tell that all building have more capacity

than demand ( when it is design according to IS 456, IS 1893 and IS 875) but for few

building performance point cannot be achieved, in that case Fragility curve is used to

find damage index. Due to nearby ZONE 3 areas second category building are affected.

From GHMC date, more no. of second category buildings is in SOUTH zone. So, south

zone is more vulnerable for seismic.

Documents

Siesmic Threat to Hyderabad Buildings