Deepak_thesis

ANALYSIS AND DESIGN OF SHEAR WALL BUILDING USING SITE SPECIFIC

RESPONSE SPECTRUM

Jivani Dipak K.06MCL005

Nirma University

Dr. Paresh V. Patel Professor

Department of Civil Engineering Nirma University

Department of Civil Engineering, Department of Civil Engineering, Institute of Technology, Nirma University, Institute of Technology, Nirma University,

Ahmedabad – 382481Ahmedabad – 382481

Flow of Presentation

► Introduction► Objective of Study► Scope of Work► Site Specific Ground Response Analysis► Comparison of Various Dynamic Parameters► Analysis Results► Design Results► Pushover Analysis► Conclusion► Future Scope of Work► List of Papers Published/Communicated► References

IntroductionIntroduction

► Earthquakes cause destruction to life and property Earthquakes cause destruction to life and property

in catastrophic proportions.in catastrophic proportions.

► As a result, the main objective of structural As a result, the main objective of structural

engineering has been to design structures that engineering has been to design structures that

would suffer minimum or no damage in the event of would suffer minimum or no damage in the event of

an earthquake. an earthquake.

► In the design process, the most difficult and crucial In the design process, the most difficult and crucial

problem is to specify the design seismic load.problem is to specify the design seismic load.

► The forces on building depend on peak ground The forces on building depend on peak ground

acceleration and time period of building.acceleration and time period of building.

Cont…..Cont…..

► Past earthquakes have given sufficient evidence Past earthquakes have given sufficient evidence

that that Subsoil condition is responsible for the Subsoil condition is responsible for the

amplification of ground motionamplification of ground motion

► Amplification may increase or decrease the Amplification may increase or decrease the

value of spectral acceleration coefficient (Sa/g).value of spectral acceleration coefficient (Sa/g).

► Therefore, analysis using code specified Therefore, analysis using code specified

response spectrum may underestimate or response spectrum may underestimate or

overestimate seismic forces in building, which overestimate seismic forces in building, which

lead to unsafe or uneconomic building.lead to unsafe or uneconomic building.

Need of Need of site site

specific specific response response spectrum spectrum analysisanalysis

Literature Survey

► Kramer, S.L.,1996. Geotechnical Earthquake Engineering,

Prentice Hall, Upper Saddle River, NJ.

Kramer provides information regarding the basic principles, theories and methods of geotechnical earthquake engineering. It provided basic concepts of seismology, earthquakes, strong ground motion and procedure of deterministic and probabilistic seismic hazard analysis. The methods for analysis of ground response during earthquakes, beginning with one dimensional dynamic response analysis and moving through two and three dimensional dynamic response analysis. Both frequency and time domain approaches were described. It also provided a detail study of ground response analysis, liquefaction, seismic slope stability, seismic design of retaining structures and mitigation of seismic hazards.

► Chopra, Anil K., Dynamics of Structures, Prentice Hall,

Upper Saddle River, NJ, 2001.

Chopra provides information on the earthquake response of

linear Single degree and Multi degree of freedom system to

earthquake motions. It includes the details on the

construction of response and design spectra, effects of

damping and yielding, distinction between response and

design spectra. It introduces the response spectrum concept

which is central to earthquake engineering together with

procedure to determine the peak response of system directly

from response spectrum. A modal analysis procedure for

earthquake analysis of structure is developed. It describes

the both response history analysis and response spectrum

analysis procedures.

► Naeim, Farzad, The Seismic Design Handbook, 2nd Edition,

Kluwer Acadamic Publishers, Boston, London, 2001.The handbook written by Farzad Neim contains information about performance based seismic engineering. Performance based seismic engineering is the modern approach to earthquake resistance design. ATC 40 and FEMA 273 provide a guide to the entire evaluation and retrofit process using performance based objective. The overview of ATC 40 and FEMA 273 are discussed in this handbook. This handbook also includes the nonlinear static analysis procedure, inelastic component behavior, and geotechnical effects.

► Improvement of Nonlinear Static Seismic Analysis Procedure, FEMA – 273, Department of Homeland Security Federal Emergency Management Agency.

FEMA 273 provides technical guidelines for the seismic rehabitation of building. This document includes the performance based design for retrofit of an existing structure. This method can also be applicable for the new design.

Objective of the Study

► To develop the response spectra and time history at various site using the available soil data at site and ground motion recorded during Bhuj earthquake.

► To perform response spectrum analysis of shear wall building using IS 1893:2002 response spectra and response spectra obtained at various site.

► To perform Site specific acceleration time history analysis of shear wall building using time history obtained at various site.

► To study the effect of the IS 1893:2002 and site specific response spectrum analysis on shear wall building.

► Understand the effect of positioning of shear wall in regular buildings considering site specific response analysis.

► To study the effect of site specific response spectrum on nonlinear behavior of shear wall building through Pushover analysis

Scope of work

► Collection of the soil data and ground motion during Bhuj

earthquake which is useful for development of response

spectra at various sites.

► Develop the response spectra and acceleration time history

at various sites using the one dimensional equivalent linear

analysis based software ProSHAKE.

► To study the behavior of shear wall structure in static and

dynamic condition.

► Response spectrum analysis of shear wall building using

response spectra obtained at various site and IS 1893:2002

spectra.

► Comparative study of results of shear walled buildings obtained by

analysis using site specific response spectra and response spectra

given in IS 1893:2002.

► Use of ETABS for site specific acceleration time history analysis of

shear wall building.

► Parametric study of shear wall building considering site specific

response spectrum using parameters as the position of the shear

wall and the height of the building using ETABS.

► Perform Pushover analysis of shear walled building to understand

the effect of site specific response spectrum.

► Cost comparison of shear wall buildings designed using site specific

response spectrum and response spectrum of IS 1893:2002.

► During Bhuj During Bhuj earthquake 2001, earthquake 2001, Ahmedabad Ahmedabad experienced a experienced a heavy damage in heavy damage in some parts, which some parts, which were situated on were situated on younger alluvial younger alluvial deposits in spite of deposits in spite of its greater distance its greater distance from epicenter.from epicenter.

Ahmedabad

Study Study areaarea

SITE SPECIFIC GROUND SITE SPECIFIC GROUND RESPONSE ANALYSISRESPONSE ANALYSIS

• Steps of site specific ground response Steps of site specific ground response analysisanalysis

• Methods used for site specific ground Methods used for site specific ground response analysisresponse analysis

Site specific ground response Site specific ground response analysisanalysisThe main aim of site response analysis is to determine the effect of seismic

waves at time of an earthquake for a specified site which is dependent on seismic source, filter function of transfer media, local geology, type of structure and soil structure interaction

STEPS OF SITE STEPS OF SITE SPECIFICSPECIFIC RESPONSE ANALYSIS RESPONSE ANALYSIS

Characterization of Site

Selection of input bedrock motions

Ground response analysis for specific soil site

Site specific response spectra for structural analysis

METHODS USED FOR SITE SPECIFIC GROUND RESPONSE ANALYSIS

Site Specific Ground Response Analysis can be carried in different dimensions as:

One-dimensional ground response analysis Two-dimensional ground response analysis Three-dimensional ground response analysis

one dimensional ground response analysis is carried out using following method,

Linear analysis. Equivalent linear analysis. Nonlinear analysis.

► Ground response analysis is carried out using one Ground response analysis is carried out using one dimensional equivalent linear method.dimensional equivalent linear method.

► One dimensional analysis is based on following One dimensional analysis is based on following assumptionassumption:: Ground surface and all material boundaries below Ground surface and all material boundaries below

the ground surface are horizontal and soil and the ground surface are horizontal and soil and bedrock are assumed to extend infinitely in all bedrock are assumed to extend infinitely in all lateral horizontal directions. lateral horizontal directions.

Cont….Cont….

Cont…Cont………

The response of the soil deposit is caused by The response of the soil deposit is caused by shear waves propagating vertically from the shear waves propagating vertically from the underlying bedrock.underlying bedrock.

• Input soil profileInput soil profile• Selection of input bedrock motion.Selection of input bedrock motion.• Ground response analysis for specific soil siteGround response analysis for specific soil site• ProSHAKE result.ProSHAKE result.

Ground response analysis using Ground response analysis using ProSHAKEProSHAKE

► ProSHAKE tool is used for the site specific ProSHAKE tool is used for the site specific

ground response analysis.ground response analysis.

► It is based on one dimensional equivalent It is based on one dimensional equivalent

linear approach.linear approach.

► ProSHAKE provides the results of ProSHAKE provides the results of

acceleration time history, ground response acceleration time history, ground response

spectra and depth plots of various sites.spectra and depth plots of various sites.

Ground response analysis using Ground response analysis using ProSHAKEProSHAKE

ProSHAKE PROGRAMME STRUCTURE FOR ProSHAKE PROGRAMME STRUCTURE FOR SITE SITE SPECIFICSPECIFIC RESPONSE ANALYSIS RESPONSE ANALYSIS

Characterization of Site

Selection of input bedrock motions

Ground response analysis for specific soil site

Site specific response spectra for structural analysis

Input Manager

Solution Manager

Output Manager

Input soil profile in ProSHAKEInput soil profile in ProSHAKE

Selection of input bedrock motionsSelection of input bedrock motions

For the present study the strong motion recorded at

Ahmedabad during 26th January 2001 Bhuj earthquake is

selected as input bedrock motions.

Ground response analysis for specific Ground response analysis for specific soil sitesoil site

Soil Profile of Maninagar site

Ground response analysis is used to predict surface ground motions for development of design response spectra. Ground response analysis are performed for the site specific soil profiles using rock motions as input motion to calculate the time histories at the ground surface and design response spectra.

Input motion

Output motion

Output result obtained from ProSHAKEOutput result obtained from ProSHAKE

Output result obtained from ProSHAKEOutput result obtained from ProSHAKE

Response spectrum

Acceleration Time History

Depth plot

BodakdevBodakdev

Indian Institute of Management (I.I.M)Indian Institute of Management (I.I.M)

KathwadaKathwada

ManinagarManinagar

MoteraMotera

Nirma Institute of Technology (N.I.T)Nirma Institute of Technology (N.I.T)

PaldiPaldi

Passport OfficePassport Office

ChandkhedaChandkheda

Sola Sola

ThaltejThaltej

SOIL PROFILE OF DIFFERENT SOIL PROFILE OF DIFFERENT SITESSITES

Soil profile of Bodakdev SiteSoil profile of Bodakdev Site

Soil profile of IIM SiteSoil profile of IIM Site

Soil profile of Kathwada SiteSoil profile of Kathwada Site

Maninagar Sukhipara SiteManinagar Sukhipara Site

Soil profile of Motera SiteSoil profile of Motera Site

Soil profile of NIT SiteSoil profile of NIT Site

Soil profile of Paldi SiteSoil profile of Paldi Site

Passport sitePassport site

Soil profile of Chandkheda SiteSoil profile of Chandkheda Site

Soil profile of Sola SiteSoil profile of Sola Site

Soil profile of Thaltej SiteSoil profile of Thaltej Site

Acceleration time historiesAcceleration time historiesTime History of Acceleration

Layer: 1 - EQ No: 1 - Outcrop: No

Acc

eler

atio

n (g

)

Time (sec)

-0.05

-0.10

-0.15

0.00

0.05

0.10

0.15

0 50 100 150 200

IIM Site

Time History of Acceleration

Layer: 1 - EQ No: 1 - Outcrop: NoA

ccele

ratio

n (

g)

Time (sec)

-0.05

-0.10

-0.15

0.00

0.05

0.10

0 50 100 150 200

Maninagar Site –

Ground motion time history obtained by using

ProSHAKE software.



Acc

ele

ratio

n (

g)

Time (sec)

-0.05

-0.10

-0.15

0.00

0.05

0.10

0.15

0.20

0 50 100 150 200

Kathwada Site



Acc

ele

ratio

n (

g)

Time (sec)

-0.05

-0.10

-0.15

-0.20

0.00

0.05

0.10

0.15

0.20

0 50 100 150 200

Bodakdev Site



Acc

eler

atio

n (g

)

Time (sec)

-0.05

-0.10

-0.15

-0.20

-0.25

0.00

0.05

0.10

0.15

0.20

0.25

0 50 100 150 200

Motera Site



Acce

lera

tio

n (

g)

Time (sec)

-0.05

-0.10

-0.15

0.00

0.05

0.10

0 50 100 150 200

Passport Office



Acc

eler

atio

n (g

)

Time (sec)

-0.05

-0.10

-0.15

-0.20

0.00

0.05

0.10

0.15

0.20

0 50 100 150 200

NIT Site



Acc

eler

atio

n (g

)

Time (sec)

-0.05

-0.10

-0.15

0.00

0.05

0.10

0 50 100 150 200

Paldi Site



Acc

ele

ratio

n (

g)

Time (sec)

-0.05

-0.10

-0.15

0.00

0.05

0.10

0 50 100 150 200

Chandkheda Site



Acc

eler

atio

n (g

)

Time (sec)

-0.05

-0.10

-0.15

0.00

0.05

0.10

0 50 100 150 200

Sola Site



Acc

eler

atio

n (g

)

Time (sec)

-0.05

-0.10

-0.15

0.00

0.05

0.10

0.15

0 50 100 150 200

Thaltej Site

COMPARISON OF SITE SPECIFIC RESPONSE SPECTRA WITH COMPARISON OF SITE SPECIFIC RESPONSE SPECTRA WITH STANDARD RESPONSE SPECTRA OF IS: 1893 (PART I) 2002STANDARD RESPONSE SPECTRA OF IS: 1893 (PART I) 2002

0.00

1.00

2.00

3.00

4.00

5.00

6.00

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000

time(sec)

Sa/g

IS1893-medium soil

I .I .M. Site4.81

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000

time(sec)

Sa/

g

IS1893-medium soil

Maninagar Site3.86

0.00

1.00

2.00

3.00

4.00

5.00

6.00

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000

time(sec)

Sa/g

IS1893

Bodakdev5.23

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000

time(sec)

Sa/g

IS1893

Kathwada4.62

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000

time(sec)

Sa/

g

IS1893-medium soil

Passport Office Site

3.75

0.00

1.00

2.00

3.00

4.00

5.00

6.00

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000

time(sec)

Sa/g

IS1893-medium soilN.I .T Site

5.06

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000time(sec)

Sa/g

IS1893

Motera6.43

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000time(sec)

Sa/g

IS1893

Paldi3.89

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000time(sec)

Sa/g

IS1893

Chandkheda3.89

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000time(sec)

Sa/g

IS1893

Sola3.79

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000time(sec)

Sa/g

IS1893

Thaltej4.40

Comparison of Various Parameters of SitesComparison of Various Parameters of Sites

ParametersPeak groundAcceleration

(g)

Peak Velocity (m/sec)

Peak Displaceme

nt (m)

Spectral Acceleration

(Sa)

Spectral Acceleration

coefficient (Sa/g)

Bodakdev 0.174 0.144 0.368 0.91 5.23

I.I.M 0.129 0.107 0.377 0.62 4.81

Kathwada 0.154 0.125 0.368 0.71 4.62

Maninagar 0.112 0.111 0.369 0.43 3.86

Motera 0.220 0.183 0.368 1.41 6.43

N.I.T 0.160 0.136 0.369 0.81 5.06

Paldi 0.116 0.110 0.369 0.45 3.89

Passport Office

0.106 0.113 0.369 0.40 3.75

Chandkheda 0.110 0.113 0.369 0.43 3.89

Sola 0.108 0.112 0.369 0.41 3.79

Thaltej 0.130 0.112 0.368 0.57 4.40

►Plan of shear wall frame buildingPlan of shear wall frame building►Multi-Storied Shear wall Frame Multi-Storied Shear wall Frame

Structure DataStructure Data

PROBLEM DEFINITIONPROBLEM DEFINITION

Plan of Multi-Storied Frame Plan of Multi-Storied Frame StructureStructure

SW Design

Multi-Storied Shear wall Frame Structure Data

Earthquake Zone - III Importance factor - 1.5 Response reduction factor – 5 L.L. on slab - 4 kN/ m2 Discritization – 9 elements per single span of slab/wall

BuildingType

BaySize

m × m

StoreyHeightm

BeamSize

m × m

ColumnSize

m × m

SlabThickness

m

Shear wallThickness m

10-storey 6 × 6 4 0.4 × 0.6 0.55 × 0.55 0.15 0.17

15-storey 6 × 6 4 0.4 × 0.6 0.65 × 0.65 0.15 0.17

20-storey 6 × 6 4 0.4 × 0.6 0.75 × 0.75 0.15 0.20

25-storey 6 × 6 4 0.4 × 0.6 0.9 × 0.9 0.15 0.25

30-storey 6 × 6 4 0.4 × 0.6 1 × 1 0.15 0.30

SW Geometry

3D-VIEW OF 3D-VIEW OF BUILDINGBUILDING

Time Period comparisonTime Period comparison

0.840

1.470

2.140

2.780

3.598

2.550

2.120

1.6901.273

0.910

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

10 15 20 25 30

no. of storey

Tim

e pe

riod

(sec

)

IS1893:2002

DynamicAnalysis

Spectral Acceleration (Sa/g)Spectral Acceleration (Sa/g)

Site specific Response Site specific Response spectrum analysisspectrum analysis

► The Procedure to compute the peak response of a The Procedure to compute the peak response of a

structure during an earthquake directly from the structure during an earthquake directly from the

earthquake response spectrum without the need for earthquake response spectrum without the need for

response history analysis of the structure is known as response history analysis of the structure is known as

response spectrum analysis.response spectrum analysis.

Response Spectrum Analysis

• Instead of solving the time history problem for each mode, use a response spectrum to compute the maximum response in each mode.

• Define the structural properties.• Determine the mass matrix m and lateral stiffness matrix k.• Estimate the modal damping ratio ξn

• Determine the natural frequency and natural modes of vibration.

• From design spectrum or earthquake response spectrum, the maximum deformation and pseudo accelerations corresponding to the periods are determined for each normal mode.

• For each normal mode, the effective modal masses Mn are determined and from these maximum inertia forces fjn for each mode.Lh

n=m1Φ1n+ m2Φ2n+ m3Φ3n+………+ mjΦjn

Mn=m1Φ21n + m2Φ

22n+ m3Φ

23n+………+ mjΦ

2jn

For nth mode, n

n

nh

n11n1 AML

Φm=f

nn

nh

n22n2 AML

Φm=f

nn

nh

jnjjn AML

Φmf

• For the maximum inertia forces of every normal mode, the maximum values of the response parameters (moment, shear, displacements and so on) are determine through a static analysis,

• Combine the maximum modal responses using some statistical technique, such as square root of the sum of the squares (SRSS) or complete quadratic combination (CQC).

Response Response spectrum spectrum analysis in analysis in

ETABSETABS

Base shear comparisonBase shear comparison

Comparisons of Design Forces in ground floor shear wall

►Comparison of Shear Force, Bending Moment and Axial Force of the Multi- Storey shear wall Frame Structures

Design Axial load = 0.9(DL+LL) +1.2EQ

Design Shear force =1.2(DL+LL) +1.2EQ

Design Bending moment =1.2(DL+LL) +1.2EQ

Axial Force (kN)

Shear Force (kN)

Bending moment (kNm)

► To obtain the complete dynamic response of the To obtain the complete dynamic response of the structure required for a seismic event, a time structure required for a seismic event, a time history analysis must be performed.history analysis must be performed.

► In linear time history analysis, the response of In linear time history analysis, the response of

the structure to ground motion is calculated in the structure to ground motion is calculated in

the time domainthe time domain

Site specific Time History Site specific Time History analysisanalysis

Time History analysisTime History analysis

1. Define the ground acceleration u”g(t) numerically at every time step Δt.

2. Define the structural properties.a. Determine the mass matrix m and lateral stiffness matrix k.b. Estimate the modal damping ratio ξn

3. Determine the natural frequency and natural modes of vibration.4. Determine the modal components Sn of the effective earthquake

distribution by following Equation.Sn = Γn mj Фjn

Lnh =mj Фjn

Mn = mj Ф2

jn

Lnθ = hj mj Фjn

Γn = Lnh / Mn

Time History analysis in ETABSTime History analysis in ETABS

Time History

Response spectrum

DeformatioDeformationn

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000time(sec)

Sa/g

IS1893

Thaltej4.40

Axial Force (kN)

Shear Force (kN)

Bending Moment (kN m)

This window shows the maximum and minimum value of Force.

Base shear comparison (kN)Base shear comparison (kN)

Axial Force comparison (kN)

Shear Force (kN)Shear Force (kN)

Bending moment (kNm)Bending moment (kNm)

Comparison between Comparison between Response spectrum and Time Response spectrum and Time

history analysis Resulthistory analysis Result

No of storey

Site Specific

IS1893:2002Bodak

devI.I.M

KathwAda

Maninagar

Motera N.I.T Paldi PassportChakhed

aSola Thaltej

10

Site specific Response spectrum

840.32 978.15 802.50 730.22 859.21 770.64 751.10 1095.10 745.15 741.29 752.99

762.92

Site specific Time history

528.62 558.62 495.69 456.90 512.07 491.38 443.97 482.64 452.59 461.21 527.59

15


607.80 818.98 531.40 426.46 853.21 486.20 487.31 638.78 484.29 482.00 442.39

750.00


345.52 757.76 334.48 331.03 409.48 295.86 327.59 334.48 331.03 324.14 334.48

20


703.51 802.59 752.11 552.68 797.09 820.76 646.14 612.88 637.00 631.21 592.38

868.33


835.34 790.09 783.62 699.31 764.22 872.76 688.97 678.52 678.62 673.45 711.21

25


868.13 833.71 725.32 564.08 954.26 643.93 660.17 833.74 653.54 647.61 586.85

908.96Site specific

Time history

717.67 620.69 678.88 601.29 844.83 717.79 611.22 584.48 601.29 594.83 614.22

30


783.15 1010.14 735.24 674.62 932.23 707.07 704.18 1014.31 701.09 699.00 689.75

902.93


461.21 632.07 483.62 449.14 460.34 456.90 470.69 444.83 457.76 453.45 470.69

Comparison between base shearComparison between base shear (kN)(kN)

Comparison between Design forces in shear wall

Parametric study of shear wall position

SHEAR WALL POSITIONING IN REGULAR BUILDING

Shear wall frame geometryShear wall frame geometry

Central S.WCentral S.W Middle side S.WMiddle side S.W

Outer side S.W.Outer side S.W. Corner S.W Corner S.W

Structural Data

Time period comparison

0

1

2

3

4

5

6

Tim

e pe

riod

(sec

)

IS 1893:2002 0.840 0.840 0.840 0.840 1.273 1.273 1.273 1.273 1.690 1.690 1.690 1.690 2.120 2.120 2.120 2.120 2.550 2.550 2.550 2.550

Dynamic analysis 0.910 1.009 1.880 1.102 1.470 1.557 2.405 1.662 2.140 2.185 3.155 2.284 2.780 2.849 3.919 2.959 3.598 3.631 4.796 3.759

centermiddle outer cornercentermiddle outer cornercentermiddle outer cornercentermiddle outer cornercentermiddleouter corner

10 storey 15 storey 20 storey 25 storey 30 storey

0

200

400

600

800

1000

1200

1400

Bas

e sh

ear (

kN)

IS1893 762.92 679.19 779.71 716.53 750.00 766.76 824.67 789.15 868.34 858.36 921.20 883.14 908.96 907.05 1028.19 981.55 902.93 934.61 1072.86 1001.83

Bodakdev 840.32 743.80 739.37 768.52 607.80 455.31 797.90 580.82 703.51 672.22 501.78 597.74 868.13 650.55 603.27 769.37 783.15 578.80 833.13 769.68

IIM 978.15 751.52 1033.11 905.11 818.98 687.60 1102.13 879.54 802.59 756.73 799.11 768.58 833.71 964.62 874.78 928.54 1010.15 819.76 1274.74 1088.72

Kathwada 802.50 730.67 763.24 745.90 531.40 437.22 719.03 558.52 752.11 632.47 510.00 570.36 725.32 663.01 644.25 727.02 735.24 597.31 835.76 756.67

Maninagar 730.23 603.67 736.88 678.46 426.46 411.00 649.11 503.25 552.68 555.69 486.69 513.19 564.08 627.07 629.09 646.82 674.63 582.25 785.01 703.35

Motera 859.21 799.17 843.88 870.46 853.21 594.06 1167.06 1036.10 797.09 768.37 656.94 773.98 954.26 943.53 685.26 924.88 932.23 683.44 1265.08 1075.83

NIT 770.64 753.83 775.93 782.69 486.20 462.58 768.94 580.10 820.76 678.45 516.35 597.97 643.93 677.95 647.50 772.95 707.08 602.46 860.77 787.91

Paldi 751.10 611.88 738.30 682.46 487.31 411.82 653.99 506.73 646.14 561.12 488.90 518.00 660.17 630.14 630.00 652.41 704.18 583.35 788.97 707.19

Passport 1095.11 885.99 1114.51 1018.60 638.78 620.36 961.05 746.35 612.88 822.99 725.01 763.18 833.74 935.41 944.55 960.80 1014.31 873.58 1167.77 1047.42

Chandkheda 745.15 601.73 736.04 677.18 484.29 410.53 647.78 501.97 637.00 554.29 486.23 512.27 653.54 626.23 628.64 645.51 701.09 581.86 784.01 702.40

Sola 741.29 594.26 734.79 673.40 482.00 409.60 641.81 497.83 631.21 548.95 484.28 508.34 647.61 623.36 626.70 640.16 699.00 580.42 779.93 698.66

Thaltej 752.99 667.62 753.22 714.35 442.39 423.26 689.12 531.77 592.39 593.48 498.22 543.94 586.85 647.33 638.06 688.21 689.76 590.48 811.45 730.31

center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner


Base shear (kN) - Site specific response spectrum analysis

0

200

400

600

800

1000

1200

1400

Bas

e sh

ear (

kN)

IS1893 762.92 679.19 779.71 716.53 750.00 766.76 824.67 789.15 868.34 858.36 921.20 883.14 908.96 907.05 1028.19 981.55 902.93 934.61 1072.86 1001.83

Bodakdev 840.32 743.80 739.37 768.52 607.80 455.31 797.90 580.82 703.51 672.22 501.78 597.74 868.13 650.55 603.27 769.37 783.15 578.80 833.13 769.68

IIM 978.15 751.52 1033.11 905.11 818.98 687.60 1102.13 879.54 802.59 756.73 799.11 768.58 833.71 964.62 874.78 928.54 1010.15 819.76 1274.74 1088.72

Kathwada 802.50 730.67 763.24 745.90 531.40 437.22 719.03 558.52 752.11 632.47 510.00 570.36 725.32 663.01 644.25 727.02 735.24 597.31 835.76 756.67

Maninagar 730.23 603.67 736.88 678.46 426.46 411.00 649.11 503.25 552.68 555.69 486.69 513.19 564.08 627.07 629.09 646.82 674.63 582.25 785.01 703.35

Motera 859.21 799.17 843.88 870.46 853.21 594.06 1167.06 1036.10 797.09 768.37 656.94 773.98 954.26 943.53 685.26 924.88 932.23 683.44 1265.08 1075.83

NIT 770.64 753.83 775.93 782.69 486.20 462.58 768.94 580.10 820.76 678.45 516.35 597.97 643.93 677.95 647.50 772.95 707.08 602.46 860.77 787.91

Paldi 751.10 611.88 738.30 682.46 487.31 411.82 653.99 506.73 646.14 561.12 488.90 518.00 660.17 630.14 630.00 652.41 704.18 583.35 788.97 707.19

Passport 1095.11 885.99 1114.51 1018.60 638.78 620.36 961.05 746.35 612.88 822.99 725.01 763.18 833.74 935.41 944.55 960.80 1014.31 873.58 1167.77 1047.42

Chandkheda 745.15 601.73 736.04 677.18 484.29 410.53 647.78 501.97 637.00 554.29 486.23 512.27 653.54 626.23 628.64 645.51 701.09 581.86 784.01 702.40

Sola 741.29 594.26 734.79 673.40 482.00 409.60 641.81 497.83 631.21 548.95 484.28 508.34 647.61 623.36 626.70 640.16 699.00 580.42 779.93 698.66

Thaltej 752.99 667.62 753.22 714.35 442.39 423.26 689.12 531.77 592.39 593.48 498.22 543.94 586.85 647.33 638.06 688.21 689.76 590.48 811.45 730.31



Design Horizontal seismic coefficient curve (site specific response spectrum analysis)

Site C n

IS1893 0.146 0.996

Bodakdev 0.212 1.149

IIM 0.282 1.192

Kathwad 0.213 1.175

Maninagar 0.209 1.225

Motera 0.211 1.103

NIT 0.207 1.177

Paldi 0.196 1.172

Passport 0.340 1.265

Chandkheda

0.194 1.172

Sola 0.192 1.700

Thaltej 0.219 1.230

Ah= C Xn

Where, Ah = Horizontal seismic coefficient.C, n=Constant depends on particular site and values are given in Table

X = Number of storey.

Base shear (kN) - Site specific time history analysis

0

200

400

600

800

1000

1200

Bas

e sh

ear (

kN)

Bodakdev 528.62 574.14 461.21 582.79 345.52 448.28 613.79 540.25 835.34 590.66 435.56 606.21 717.67 743.56 365.52 837.93 461.21 422.41 881.03 924.14

IIM 558.62 548.48 495.21 600.00 757.76 626.90 487.07 473.17 790.09 535.34 522.41 611.38 620.69 815.95 421.38 418.10 632.07 509.48 672.41 685.34

Kathwada 495.69 428.28 439.54 505.17 334.48 427.59 518.62 318.14 783.62 469.83 418.10 563.48 678.88 698.24 375.86 486.21 483.62 396.55 757.79 794.85

Maninagar 456.90 452.41 351.72 812.00 331.03 423.28 463.45 319.14 699.31 435.34 422.41 513.79 601.29 665.95 393.10 452.59 449.14 382.76 706.03 718.97

Motera 512.07 482.76 448.28 591.38 409.48 533.79 1079.31 724.14 764.22 522.41 478.45 563.79 844.83 711.21 324.14 559.66 460.34 569.83 924.14 915.52

NIT 491.38 548.24 422.21 975.86 295.86 431.03 549.14 459.31 874.76 461.21 426.72 594.32 717.79 717.69 375.86 751.29 456.90 409.48 822.41 855.17

Paldi 443.97 448.98 345.87 457.78 327.59 423.28 473.21 324.14 688.97 431.09 431.03 526.72 611.22 665.49 379.31 452.59 470.69 393.10 712.50 718.97

Passport 482.64 452.41 382.76 977.16 334.48 393.10 453.10 300.00 678.52 440.00 418.21 491.38 584.48 665.95 382.76 439.66 444.83 386.21 706.03 712.50

Chandkheda 452.59 452.41 348.28 449.14 331.03 414.66 463.45 316.55 678.62 439.66 422.41 509.48 601.29 659.48 379.31 452.59 457.76 396.55 699.57 718.97

Sola 461.21 452.41 344.82 449.14 324.14 481.97 463.54 311.79 673.45 443.97 422.41 509.48 594.83 665.41 379.31 452.59 453.45 339.52 699.57 718.97

Thaltej 527.59 435.17 435.34 854.74 334.48 436.21 501.38 355.34 711.21 443.97 422.41 565.52 614.22 678.88 379.31 482.76 470.69 396.55 731.90 750.00



10 Storey building

Displacement (mm)

15 Storey building

Displacement (mm)

20 Storey building

Displacement (mm)

25 Storey building

Displacement (mm)

30 Storey building

Displacement (mm)

10 Storey building Drift

(%)


(%)

Axial Force (kN) - Site specific response spectrum analysis

0

1000

2000

3000

4000

5000

6000

7000

8000

Axi

al fo

rce

(kN

)

IS1893 3665.66 2487.60 2064.87 2404.06 3955.07 2868.37 2485.64 2810.47 5065.22 3799.86 3514.41 4287.49 6127.21 4725.77 4392.66 5165.78 7238.71 5975.79 5559.66 6075.95

Bodakdev 3687.56 2470.58 2023.24 2384.54 3726.63 2795.09 2418.77 2648.35 4770.59 3605.66 3369.79 3818.22 5853.15 4465.31 4233.86 4621.35 6877.63 5778.57 5262.07 5735.45

IIM 3901.20 2506.20 2077.00 2578.00 3856.10 2829.20 2470.10 2761.60 4945.03 3705.30 3415.70 4073.60 5978.19 4575.74 4292.40 4873.60 7050.21 5822.50 5312.60 5873.60

Kathwada 3672.12 2475.85 2030.77 2411.37 3711.75 2801.15 2429.07 2662.68 4797.92 3622.63 3379.75 3852.40 5827.02 4489.08 4247.06 4659.61 6861.33 5788.24 5274.47 5753.26

Maninagar 3654.95 2473.15 2028.56 2402.31 3712.62 2799.92 2428.02 2654.58 4795.33 3622.70 3378.59 3842.13 5825.60 4487.68 4246.05 4640.18 6854.61 5786.52 5273.66 5744.84

Motera 3722.30 2482.88 2039.71 2448.56 3819.35 2806.23 2435.83 2733.45 4836.15 3642.42 3382.11 3915.76 5936.12 4496.67 4250.21 4711.97 6926.66 5790.01 5275.50 5800.73

NIT 3674.52 2476.77 2031.54 2413.77 3725.40 2801.43 2429.56 2664.89 4806.42 3622.96 3379.66 3857.06 5838.11 4489.79 4247.33 4670.28 6868.10 5789.35 5274.34 5757.89

Paldi 3655.50 2473.39 2028.71 2402.83 3700.99 2800.03 2428.08 2654.98 4781.97 3622.77 3378.68 3843.31 5816.75 4487.73 4246.06 4641.23 6850.00 5786.54 5273.67 5745.33

Passport 4004.61 2520.79 2092.47 2634.39 3871.04 2844.50 2500.72 2790.73 5000.61 3758.52 3444.66 4161.07 6060.14 4652.41 4335.05 5027.07 7119.56 5857.84 5353.00 5921.90

Chandkheda 3653.91 2473.05 2028.47 2402.00 3700.30 2799.90 2428.01 2654.35 4780.41 3622.68 3378.57 3842.01 5815.70 4487.66 4246.05 4639.87 6849.15 5786.52 5273.66 5744.70

Sola 3652.25 2472.81 2028.27 2401.31 3699.82 2799.78 2427.90 2653.67 4779.39 3622.64 3378.38 3841.40 5814.73 4487.61 4245.89 4638.18 6848.49 5786.49 5273.58 5744.20

Thaltej 3664.83 2474.60 2029.89 2407.98 3716.78 2800.74 2428.77 2658.89 4800.53 3623.09 3379.17 3847.75 5829.43 4488.73 4246.60 4650.44 6860.90 5787.53 5274.08 5749.10



0

1000

2000

3000

4000

5000

6000

7000

8000

Axi

al fo

rce

(kN

)

IS1893 3665.66 2487.60 2064.87 2404.06 3955.07 2868.37 2485.64 2810.47 5065.22 3799.86 3514.41 4287.49 6127.21 4725.77 4392.66 5165.78 7238.71 5975.79 5559.66 6075.95

Bodakdev 3687.56 2470.58 2023.24 2384.54 3726.63 2795.09 2418.77 2648.35 4770.59 3605.66 3369.79 3818.22 5853.15 4465.31 4233.86 4621.35 6877.63 5778.57 5262.07 5735.45

IIM 3901.20 2506.20 2077.00 2578.00 3856.10 2829.20 2470.10 2761.60 4945.03 3705.30 3415.70 4073.60 5978.19 4575.74 4292.40 4873.60 7050.21 5822.50 5312.60 5873.60

Kathwada 3672.12 2475.85 2030.77 2411.37 3711.75 2801.15 2429.07 2662.68 4797.92 3622.63 3379.75 3852.40 5827.02 4489.08 4247.06 4659.61 6861.33 5788.24 5274.47 5753.26

Maninagar 3654.95 2473.15 2028.56 2402.31 3712.62 2799.92 2428.02 2654.58 4795.33 3622.70 3378.59 3842.13 5825.60 4487.68 4246.05 4640.18 6854.61 5786.52 5273.66 5744.84

Motera 3722.30 2482.88 2039.71 2448.56 3819.35 2806.23 2435.83 2733.45 4836.15 3642.42 3382.11 3915.76 5936.12 4496.67 4250.21 4711.97 6926.66 5790.01 5275.50 5800.73

NIT 3674.52 2476.77 2031.54 2413.77 3725.40 2801.43 2429.56 2664.89 4806.42 3622.96 3379.66 3857.06 5838.11 4489.79 4247.33 4670.28 6868.10 5789.35 5274.34 5757.89

Paldi 3655.50 2473.39 2028.71 2402.83 3700.99 2800.03 2428.08 2654.98 4781.97 3622.77 3378.68 3843.31 5816.75 4487.73 4246.06 4641.23 6850.00 5786.54 5273.67 5745.33

Passport 4004.61 2520.79 2092.47 2634.39 3871.04 2844.50 2500.72 2790.73 5000.61 3758.52 3444.66 4161.07 6060.14 4652.41 4335.05 5027.07 7119.56 5857.84 5353.00 5921.90

Chandkheda 3653.91 2473.05 2028.47 2402.00 3700.30 2799.90 2428.01 2654.35 4780.41 3622.68 3378.57 3842.01 5815.70 4487.66 4246.05 4639.87 6849.15 5786.52 5273.66 5744.70

Sola 3652.25 2472.81 2028.27 2401.31 3699.82 2799.78 2427.90 2653.67 4779.39 3622.64 3378.38 3841.40 5814.73 4487.61 4245.89 4638.18 6848.49 5786.49 5273.58 5744.20

Thaltej 3664.83 2474.60 2029.89 2407.98 3716.78 2800.74 2428.77 2658.89 4800.53 3623.09 3379.17 3847.75 5829.43 4488.73 4246.60 4650.44 6860.90 5787.53 5274.08 5749.10



0

1000

2000

3000

4000

5000

6000

7000

8000

Axi

al fo

rce

(kN

)

IS1893 3665.66 2487.60 2064.87 2404.06 3955.07 2868.37 2485.64 2810.47 5065.22 3799.86 3514.41 4287.49 6127.21 4725.77 4392.66 5165.78 7238.71 5975.79 5559.66 6075.95

Bodakdev 3687.56 2470.58 2023.24 2384.54 3726.63 2795.09 2418.77 2648.35 4770.59 3605.66 3369.79 3818.22 5853.15 4465.31 4233.86 4621.35 6877.63 5778.57 5262.07 5735.45

IIM 3901.20 2506.20 2077.00 2578.00 3856.10 2829.20 2470.10 2761.60 4945.03 3705.30 3415.70 4073.60 5978.19 4575.74 4292.40 4873.60 7050.21 5822.50 5312.60 5873.60

Kathwada 3672.12 2475.85 2030.77 2411.37 3711.75 2801.15 2429.07 2662.68 4797.92 3622.63 3379.75 3852.40 5827.02 4489.08 4247.06 4659.61 6861.33 5788.24 5274.47 5753.26

Maninagar 3654.95 2473.15 2028.56 2402.31 3712.62 2799.92 2428.02 2654.58 4795.33 3622.70 3378.59 3842.13 5825.60 4487.68 4246.05 4640.18 6854.61 5786.52 5273.66 5744.84

Motera 3722.30 2482.88 2039.71 2448.56 3819.35 2806.23 2435.83 2733.45 4836.15 3642.42 3382.11 3915.76 5936.12 4496.67 4250.21 4711.97 6926.66 5790.01 5275.50 5800.73

NIT 3674.52 2476.77 2031.54 2413.77 3725.40 2801.43 2429.56 2664.89 4806.42 3622.96 3379.66 3857.06 5838.11 4489.79 4247.33 4670.28 6868.10 5789.35 5274.34 5757.89

Paldi 3655.50 2473.39 2028.71 2402.83 3700.99 2800.03 2428.08 2654.98 4781.97 3622.77 3378.68 3843.31 5816.75 4487.73 4246.06 4641.23 6850.00 5786.54 5273.67 5745.33

Passport 4004.61 2520.79 2092.47 2634.39 3871.04 2844.50 2500.72 2790.73 5000.61 3758.52 3444.66 4161.07 6060.14 4652.41 4335.05 5027.07 7119.56 5857.84 5353.00 5921.90

Chandkheda 3653.91 2473.05 2028.47 2402.00 3700.30 2799.90 2428.01 2654.35 4780.41 3622.68 3378.57 3842.01 5815.70 4487.66 4246.05 4639.87 6849.15 5786.52 5273.66 5744.70

Sola 3652.25 2472.81 2028.27 2401.31 3699.82 2799.78 2427.90 2653.67 4779.39 3622.64 3378.38 3841.40 5814.73 4487.61 4245.89 4638.18 6848.49 5786.49 5273.58 5744.20

Thaltej 3664.83 2474.60 2029.89 2407.98 3716.78 2800.74 2428.77 2658.89 4800.53 3623.09 3379.17 3847.75 5829.43 4488.73 4246.60 4650.44 6860.90 5787.53 5274.08 5749.10



Shear Force (kN) - Site specific response spectrum analysis

0

100

200

300

400

500

600

she

ar fo

rce

(kN

)

IS1893 366.29 327.24 200.14 344.93 300.32 309.27 183.66 315.72 321.77 363.72 193.45 383.95 304.42 357.94 200.29 390.95 313.21 312.09 203.41 320.87

Bodakdev 391.40 358.09 189.94 369.55 207.35 183.40 175.58 231.41 214.93 291.55 105.34 261.16 244.01 263.58 117.91 314.30 254.58 228.62 153.14 240.29

IIM 469.80 362.18 265.91 436.20 326.88 276.00 242.64 350.12 295.97 324.78 166.73 335.53 276.57 384.83 170.30 371.47 352.90 269.70 233.26 339.34

Kathwada 373.22 351.83 196.24 358.99 177.35 176.37 159.19 222.96 235.64 272.83 107.38 247.90 198.70 265.72 126.02 294.06 238.69 220.58 154.16 237.11

Maninagar 350.68 290.83 189.58 326.81 170.80 165.87 144.28 201.29 204.27 237.72 102.70 221.50 188.50 248.32 123.22 258.85 235.20 200.00 145.22 221.06

Motera 400.73 384.80 216.88 418.62 347.07 238.65 319.90 411.00 253.66 333.24 136.83 339.78 369.38 383.86 133.55 378.36 308.41 258.03 229.24 332.79

NIT 370.00 362.97 199.43 376.52 194.14 186.26 169.82 231.42 225.77 293.87 108.68 260.31 213.51 272.83 126.63 314.27 246.68 232.65 158.55 246.50

Paldi 349.05 294.78 189.94 328.72 160.32 166.17 145.32 202.65 190.45 240.24 103.15 223.74 178.31 249.74 123.39 261.30 229.44 201.40 145.91 222.21

Passport 525.90 426.88 286.67 490.69 255.58 250.34 213.79 298.61 303.52 351.42 153.10 329.10 281.15 371.08 185.06 383.94 353.61 297.54 216.16 329.38

Chandkheda 345.90 289.90 189.37 326.20 158.92 165.67 144.00 200.78 186.79 237.11 102.61 221.07 176.15 247.93 123.14 258.27 228.56 199.65 145.04 220.77

Sola 343.97 286.31 189.05 324.40 158.10 165.30 142.73 199.16 184.25 234.64 102.22 219.25 174.35 246.67 122.77 255.93 227.95 198.22 144.32 219.65

Thaltej 361.56 321.55 193.71 343.94 177.57 170.80 152.82 212.47 218.38 255.01 105.01 235.75 195.63 258.31 124.88 276.97 240.55 209.72 149.89 229.18



Bending moment (kNm) - Site specific response spectrum analysis

0

500

1000

1500

2000

2500

3000

3500

Ben

ding

mom

ent (

kN m

)

IS1893 1985.06 1915.19 1392.19 1939.45 1542.89 1659.40 1186.46 1677.96 1821.75 2247.68 1313.55 2101.03 1981.83 2482.81 1483.35 2341.20 2207.19 2204.75 1636.79 2255.25

Bodakdev 2057.11 1777.45 1343.89 1936.93 939.02 924.97 960.51 1039.44 1076.74 1437.81 713.32 1313.91 1317.46 1564.73 893.10 1452.97 1390.65 1280.52 980.27 1295.64

IIM 2633.64 2206.76 1953.07 2537.49 1352.83 1362.53 1337.39 1506.57 1532.61 1885.22 1060.95 1749.17 1625.47 2217.83 1255.96 2029.00 1849.36 1658.25 1436.69 1765.76

Kathwada 2006.20 1824.93 1412.80 1969.70 875.58 945.47 954.58 1078.85 1150.26 1458.47 746.99 1337.61 1214.64 1640.29 959.79 1503.79 1343.13 1303.52 1014.68 1329.94

Maninagar 1948.07 1678.55 1381.49 1873.92 872.01 915.74 910.75 1039.88 1106.37 1388.04 728.50 1285.87 1203.43 1590.84 946.70 1452.32 1326.78 1244.84 976.24 1277.50

Motera 2148.17 1969.32 1548.64 2182.96 1300.27 1133.16 1456.95 1421.25 1250.50 1656.99 853.59 1591.70 1636.94 1965.34 992.32 1693.72 1543.58 1439.11 1293.79 1579.66

NIT 2009.62 1857.94 1424.72 2025.91 923.07 970.33 982.57 1090.65 1151.05 1500.25 753.63 1370.48 1253.29 1659.99 962.96 1530.57 1364.74 1335.69 1032.17 1360.36

Paldi 1948.16 1688.60 1383.49 1879.91 834.98 917.10 913.71 1041.79 1083.91 1393.40 730.41 1289.87 1172.94 1595.05 947.32 1455.97 1312.39 1248.69 979.08 1281.05

Passport 2925.78 2496.91 2079.88 2812.17 1310.66 1379.06 1362.29 1560.26 1660.13 2077.88 1092.18 1928.40 1809.80 2387.31 1424.42 2179.60 1998.45 1865.67 1459.67 1914.63

Chandkheda 1941.98 1675.74 1380.33 1872.00 832.09 915.27 910.08 1038.63 1078.02 1386.70 728.10 1285.02 1168.60 1589.63 946.39 1451.39 1310.00 1243.79 975.50 1276.58

Sola 1936.55 1666.39 1378.09 1865.93 830.25 913.72 906.11 1035.65 1074.02 1381.47 726.92 1281.49 1164.79 1585.78 944.18 1447.65 1308.16 1239.62 972.24 1272.97

Thaltej 1979.88 1752.07 1401.19 1924.61 887.73 930.75 936.57 1060.88 1130.22 1424.46 737.58 1313.32 1218.06 1620.75 954.65 1480.95 1344.48 1273.57 996.92 1303.63



Axial Force (kN) - Site specific time history analysis

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

Axi

al fo

rce

(kN

)

Bodakdev 3475.93 3275.84 2630.58 2154.28 3622.53 4080.48 3518.96 2323.07 4838.47 6771.09 5008.76 6153.51 5817.10 8568.85 6442.46 8002.80 6716.58 8920.73 8136.17 8283.87

IIM 3532.84 3278.17 2640.06 1831.70 3657.34 4075.39 3514.10 2262.19 4863.30 6781.43 5004.00 6178.34 5751.72 8568.85 6441.14 7876.80 6742.03 8921.76 8139.26 8268.87

Kathwada 3465.59 3274.30 2624.85 2146.01 3638.67 4081.10 3521.55 2314.80 4836.85 6771.09 5008.76 6147.72 5800.55 8566.33 6441.14 7919.00 6707.47 8920.73 8131.51 8245.07

Maninagar 3434.56 3271.61 2624.84 1816.47 3620.46 4081.10 3519.86 2267.95 4797.10 6773.67 5006.07 6141.10 5788.96 8563.68 6439.84 7914.03 6688.64 8920.73 8134.61 8259.04

Motera 3501.80 3279.73 2639.07 2170.84 3657.29 4079.24 3507.06 2368.69 4876.55 6784.01 5011.03 6172.14 5755.03 8581.78 6442.42 7926.45 6778.64 8921.77 8139.47 8277.68

NIT 3465.59 3271.61 2624.84 1816.47 3634.95 4081.10 3519.86 2267.95 4788.82 6773.67 5006.07 6141.10 5817.10 8563.68 6439.84 7914.03 6707.47 8920.73 8134.61 8259.04

Paldi 3434.56 3270.46 2623.71 2129.45 3636.60 4081.73 3521.55 2304.35 4834.33 6773.67 5007.73 6128.59 5783.99 8563.62 6441.14 7914.03 6685.16 8922.80 8131.51 8231.12

Passport 3444.90 3271.61 2624.84 1816.47 3618.39 4081.10 3519.86 2267.95 4797.10 6773.67 5006.07 6141.10 5780.68 8563.68 6439.84 7914.03 6679.34 8920.73 8134.61 8259.04

Chandkheda 3430.42 3271.20 2624.84 2125.31 3638.67 4081.14 3521.55 2298.14 4830.20 6768.50 5006.68 6122.48 5775.72 8561.57 6441.14 7914.03 6682.44 8921.77 8134.61 8256.31

Sola 3434.56 3269.64 2624.28 2129.45 3638.67 4081.10 3521.55 2301.24 4838.41 6771.05 5009.08 6141.04 5779.86 8563.68 6439.84 7914.03 6685.55 8920.73 8133.06 8259.04

Thaltej 3465.59 3271.61 2624.84 1816.47 3630.81 4081.10 3519.86 2267.95 4792.99 6773.67 5006.07 6141.10 5800.55 8563.68 6439.84 7914.03 6699.20 8920.73 8134.61 8259.04



Shear Force (kN) - Site specific time history analysis

0

50

100

150

200

250

300

350

400

450

500

she

ar fo

rce

(kN

)

Bodakdev 250.86 316.54 120.00 275.59 133.19 176.89 137.80 265.94 342.41 263.17 94.38 267.31 240.00 270.43 75.34 347.59 159.83 174.82 161.89 276.72

IIM 274.66 266.89 134.74 284.48 163.86 246.62 111.11 191.89 286.34 232.55 112.92 279.83 170.69 331.55 87.80 173.80 236.69 148.97 120.00 215.59

Kathwada 246.20 211.66 116.06 237.94 133.45 167.59 115.91 261.90 321.72 194.28 86.89 248.69 225.52 266.89 73.70 215.05 166.54 159.72 134.48 233.80

Maninagar 221.80 224.60 101.59 379.87 105.67 164.48 101.03 125.38 257.38 190.76 88.45 234.20 172.24 261.72 73.70 192.83 162.94 126.41 125.44 217.24

Motera 245.69 240.00 120.00 284.26 171.00 213.11 231.72 284.98 313.97 236.69 100.55 248.80 268.97 300.00 74.60 223.45 211.45 135.78 162.94 276.72

NIT 233.80 266.89 118.97 455.76 147.32 167.59 119.17 178.70 308.80 215.17 89.22 267.35 223.45 279.31 72.00 254.48 156.72 188.06 144.83 253.45

Paldi 215.59 222.02 101.09 221.38 132.16 166.03 104.89 127.45 283.86 188.69 87.67 234.20 207.31 261.70 73.70 192.83 161.38 123.34 126.72 219.35

Passport 234.20 222.20 99.52 363.72 101.02 153.62 100.24 118.97 249.11 194.89 88.45 223.86 170.69 277.24 72.94 188.69 161.38 125.38 125.44 217.24

Chandkheda 221.80 218.06 102.56 217.26 133.45 164.48 103.34 123.35 279.72 192.83 87.67 228.00 205.24 257.42 74.48 188.69 162.94 125.76 126.72 215.58

Sola 223.86 216.00 100.19 219.31 132.16 162.94 102.56 121.24 277.66 194.89 87.80 225.94 203.17 261.72 73.70 188.69 161.38 126.41 124.14 217.24

Thaltej 253.97 214.76 117.08 413.38 117.94 173.80 110.48 138.83 265.66 184.55 90.00 252.83 190.76 264.31 74.48 205.24 166.03 131.59 129.31 225.52



Bending moment (kNm)-Site specific time history analysis

0

500

1000

1500

2000

2500

3000

Ben

ding

mom

ent (

kN m

)

Bodakdev 1396.55 1520.69 949.66 1243.97 579.31 984.83 772.76 606.20 1148.28 1264.14 657.94 830.17 1241.38 1675.86 646.76 984.83 1003.45 950.22 884.48 1015.86

IIM 1551.70 1709.48 1044.83 1321.55 746.10 1264.14 639.31 663.11 1326.20 1436.65 695.23 884.48 1024.10 1818.62 583.45 785.17 1106.90 928.97 806.89 876.74

Kathwada 1383.66 1473.11 897.94 1160.90 620.69 953.78 695.17 570.00 1168.97 1189.66 646.14 806.89 1202.59 1644.71 645.52 853.45 1003.45 924.84 760.34 868.97

Maninagar 1306.00 1487.06 853.45 2424.83 611.40 933.10 653.80 534.62 1117.20 1241.38 633.91 799.15 1117.20 1593.11 665.38 823.97 892.20 752.60 728.90 845.69

Motera 1461.20 1631.89 1003.45 1282.30 760.34 1150.34 1150.34 829.50 1295.17 1422.41 657.94 807.90 1117.24 1724.01 646.08 870.49 1148.28 845.69 881.38 972.41

NIT 1383.60 1644.83 928.97 2548.97 646.80 974.48 727.08 590.69 1222.80 1243.45 657.96 830.17 1200.00 1657.78 659.78 861.23 982.80 962.06 830.17 943.45

Paldi 1306.40 1487.06 860.83 1108.97 620.69 953.80 65.42 530.87 1158.62 1241.29 646.36 780.25 1127.59 1554.43 645.52 823.97 897.94 752.75 721.55 830.17

Passport 1344.80 1487.06 814.66 2424.83 595.90 900.00 638.28 526.34 1137.90 1241.38 646.09 814.66 1106.90 1593.11 665.38 816.20 884.50 775.85 737.06 942.43

Chandkheda 1318.97 1487.06 845.75 1108.97 608.28 933.11 643.45 526.34 1155.31 1228.45 646.14 776.69 1137.94 1481.10 645.71 823.97 884.48 775.27 713.80 830.17

Sola 1306.03 1474.67 858.25 1108.97 626.89 943.45 643.45 525.07 1189.66 1241.38 645.92 775.08 1117.24 1555.38 645.52 823.97 892.24 768.11 713.80 830.17

Thaltej 1409.50 1462.76 876.72 2548.97 626.90 995.17 672.00 559.45 1127.60 1202.59 652.97 799.14 1148.30 1580.17 664.14 847.24 939.30 798.78 744.94 853.45



Shear wall and Shear wall Shear wall and Shear wall Foundation DesignFoundation Design

Shear wall Reinforcement

Storey

No.

Shear WallNo.

MAIN REINFORCEMENT

Horizontal reinforcement (both side)

Vertical reinforcement (both side)

Boundary element (500 mm)

Diameter

of Bar

8 mm # 2 legged, Spacing A (mm) c/c

Diameterof Bar

Spacing B (mm) c/c

DiameterOf Bar

No. ofBars

8 mm # 2 legged,Spacing (mm) c/c

10 SW1 12 450 mm 12 450 mm 12 8 100 mm

15 SW1 12 450 mm 12 450 mm 12 8 100 mm

20 SW1 12 450 mm 12 450 mm 12 8 100 mm

25 SW1 12 350 mm 12 350 mm 12 10 100 mm

30 SW1 12 250 mm 12 250 mm 12 12 100 mm

10 SW2 12 450 mm 12 450 mm 12 8 100 mm

15 SW2 12 450 mm 12 450 mm 12 8 100 mm

20 SW2 12 450 mm 12 450 mm 12 8 100 mm

25 SW2 12 350 mm 12 350 mm 12 10 100 mm

30 SW2 12 250 mm 12 250 mm 12 12 100 mm

10 SW3 12 450 mm 12 450 mm 12 8 100 mm

15 SW3 12 450 mm 12 450 mm 12 8 100 mm

20 SW3 12 450 mm 12 450 mm 12 8 100 mm

25 SW3 12 350 mm 12 350 mm 12 10 100 mm

30 SW3 12 250 mm 12 250 mm 12 12 100 mm

10 SW4 12 450 mm 12 450 mm 12 8 100 mm

15 SW4 12 450 mm 12 450 mm 12 8 100 mm

20 SW4 12 450 mm 12 450 mm 12 8 100 mm

25 SW4 12 350 mm 12 350 mm 12 10 100 mm

30 SW4 12 250 mm 12 250 mm 12 12 100 mm

SW Geometry

(b) Section D-D

Typical reinforcement detail of shear wall

(a) Elevation

Axial load moment

Interaction

diagram 10 storey shear wall-4000

-2000

0

2000

4000

6000

8000

10000

12000

0 2000 4000 6000 8000 10000 12000

Moment (kN m)

Axi

al L

oad

(kN

)

PM curve IS1893Bodakdev IIMKathwada ManinagarMotera NITPaldi PassportChandkheda SolaThaltej

15 storey shear wall-4000

-2000

0

2000

4000

6000

8000

10000

12000

0 2000 4000 6000 8000 10000 12000

Moment (kN m)

Axi

al L

oad

(kN

)



-2000

0

2000

4000

6000

8000

10000

12000

0 2000 4000 6000 8000 10000 12000

Moment (kN m)

Axi

al L

oad

(kN

)



-2000

0

2000

4000

6000

8000

10000

12000

14000

16000

0 5000 10000 15000Moment (kN m)

Axi

al L

oad

(kN

)


30 storey shear wall

-5000

0

5000

10000

15000

20000

0 5000 10000 15000 20000Moment (kN m)

Axi

al L

oa

d (

kN)


Core shear wall Foundation

Core Shear wall

Footing slab of uniform thickness

Uniform slab type footing for core shear wall

Core Shear wall

Footing beam

Footing slab

Beam slab type footing for core shear wall

► Safe bearing capacity of soil = 250 kN/m2

Forces acting on core shear wall foundation

EQ direction

Design forces and design of 10 storey shear wall foundation for different load combination

LOADCOMBINATION

IS 1893:2002 PASSPORT SITE

Axial Force (kN)

Shear Force

(kN)

Bending Moment(kNm)

Axial Force

(kN)

Shear Force (kN)

Bending Moment

(kNm)

1.5(DL+LL) 5547.55 0 0 5547.55 0 0

1.2(DL+LL+EQ) 5147.79 366.29 1985.06 5485.63 525.90 2925.78

1.5(DL+EQ) 4327.35 479.71 2505.74 4749.65 669.95 3671.36

0.9 DL+1.5 EQ 3665.66 479.71 2505.74 4004.61 669.95 3671.36

10 storey shear wall foundation design

20 storey shear wall foundation design

TYPICAL FOUNDATION REINFORCEMENT DETAIL

Design Results

SITE

10 STOREY 20 STOREY

CONCRETE QUANTITY

(m3 )

STEEL QUANTITY

(kg)

CONCRETEQUANTITY

(m3)

STEELQUANTITY (kg)

IS 1893:2002 73.44 4055.99 129.21 7673.21

Bodakdev 77.80 3874.49 123.06 6990.14

IIM 82.27 4128.32 128.27 7559.25

Kathwada 75.88 4136.92 123.06 7282.93

Maninagar 75.88 4136.92 123.06 6990.14

Motera 81.19 3995.51 125.19 7030.59

NIT 77.80 3879.49 123.06 7282.93

Paldi 75.88 3876.95 123.06 6990.14

Passport 83.76 5515.49 127.85 7450.56

Chandkheda 75.88 3876.95 123.06 6990.14

Sola 75.88 3876.95 123.06 6990.14

Thaltej 75.88 3876.95 123.06 7282.93

Non-linear Static Push-over Non-linear Static Push-over AnalysisAnalysis

► Seismic performance is measured by the state of

damage

► Constitutes the target building performance level

under the selected level of seismic hazard

► Building performance level is the combination of

structural and non structural components

Performance Objectives

Building Performance levels

Building Performance Levels

Non-Structural Performance

levels

Structural Performance levels

SP-1Immediate occupancy

SP-2Damage Control

SP-3Life Safety

SP-4Limited

safety

SP-5Structural

stability

SP-6Not

considered

NP–A Operational

1-AOperational

2-A NR NR NR NR

NP–B Immediate Occupancy

1-BImmediate Occupancy

2-B 3-B NR NR NR

NP–C Life Safety

1-C 2-C3-C

Life Safety4-C 5-C 6-C

NP-D Hazards Reduced

NR 2-D 3-D 4-D 5-D 6-D

NP–E: Not Considered

NR NR 3-E 4-E5-E

Collapse prevention

Not applicabl

e

► Operational – negligible impact on building

► Immediate Occupancy – building is safe to occupy but possibly not useful until repaired

► Life Safety – building is safe during event but possibly not afterward

► Collapse Prevention – building is on verge of collapse, probable total loss

Capacity Spectrum

Base shear Vs Lateral roof displacement curve is the Capacity curve.

Capacity Spectrum (Conti…)► Generated Capacity curve is transferred in Capacity

spectrum.► Any point Vi and roof on the capacity curve is

converted to the corresponding point Sa and Sd on the capacity spectrum using the equation,

Sa = V / W Sd = roof

PF1 * roofi

= Modal mass coefficient for the first natural mode.PF1 =Modal participation factor for the first natural

mode. roofi = the roof level amplitude of the mode under

consideration.

Demand Spectrum generation

Develop the 2 % or 5% percent damped elastic response spectrum appropriate for the specific site or as required by the IS 1893 2002.

Convert the given design spectrum (Sa Vs T) of the code to the ADRS form (Sa Vs Sd). 2

Sdi = ( Ti ) * Sai * g4* pi

Design Response spectra based on ATC 40

Ca Value Cv Value

Ca and Cv value at different site

Site Peak ground Acceleration (g) Ca Cv

IS 1893 0.160 0.232 0.336

Bodakdev 0.174 0.249 0.358

I.I.M 0.129 0.192 0.281

Kathwada 0.154 0.225 0.326

Maninagar 0.112 0.169 0.249

Motera 0.220 0.296 0.428

N.I.T 0.160 0.232 0.336

Paldi 0.116 0.175 0.257

Passport Office 0.106 0.161 0.238

Chandkheda 0.110 0.167 0.245

Sola 0.108 0.164 0.242

Thaltej 0.130 0.193 0.283

Pushover analysis stepsStep 1. ModelingThe shear wall is modeled as an equivalent column element.

Step 2. Lateral Force Patterns

Step 3. Define Hinge property

► Hinge properties are assign to each frame element.► For Beam elements, Moment (M3) and shear (V2) hinges are

assigned ► For Column elements, shear (V2) and Axial – bi-axial Moment

(P-M2-M3) hinges are assigned

Step 4. Define Pushover load case

The Gravity loads are applied first . ( Dead Load + 50 % Live Load ) Force control Pushover analysis

Other load cases are start from the final conditions of the gravity pushover

Step 5. Run Analysis

Pushover curve

Variation in Pushover curve is observed because of Loading condition

Hinge formation pattern

Center shear wall position Middle shear wall position

Corner shear wall

position

Outer shear wall

Position in X-dir

Outer shear wall

Position in Y-dir

Performance point

► This Performance point represents the condition for which the seismic capacity of the structure is equal to the seismic demand imposed on the structure by the specified ground motion. ATC-40, 1996

Center shear wall position

Corner shear wall position

Outer shear wall position in Y-dir

Outer shear wall position in X-dir

Middle shear wall position

CONCLUSIONS

► Time Period Dynamic analysis gives higher time period

No effect of shear wall positioning on time period obtained by IS 1893:2002

In dynamic analysis outer SW position gives higher time period

► Sa/g coefficient IS 1893:2002 gives lower value of Sa/g for 10,15 and

20 storey building

Cont….

► Base shear Site specific response spectrum is governing for 10,

15 and 30 storey building. Site specific time history for 20 storey building gives

more base shear compared to response spectrum analysis.

Outer SW position gives higher base shear value. Middle SW position gives lower base shear value.

► Top storey displacement Minimum in outer SW position. Maximum in middle SW position. Center SW position controls the displacement in both

direction. Site specific response spectrum analysis gives higher

storey drift and displacement for 10 storey building.

Cont….

► Design forces in shear wall Site specific response spectra gives higher force in

10 storey building.

Site specific response spectrum gives higher forces than site specific time history analysis.

► Shear wall and its foundation Design Site specific response spectrum has no effect on

shear wall design because of its larger dimension.

Foundation of 10 storey building is influenced by site specific response spectrum.

FUTURE SCOPE OF WORKFUTURE SCOPE OF WORK

► Site specific response analysis can be carried out for more number of sites at different locations of Ahmedabad city. Similarly study can be undertaken for other city.

► Using design response spectra evaluated for different sites, response spectrum analysis can be done for multi storied coupled shear walled buildings.

► Site specific response spectrum and time history analysis can be carried out for other important structures such as bridges, dams and industrial structures.

► Seismic Capacity Evaluation of R.C Framed buildings can be carried out using Site Specific Response Spectra of different sites.

► Non linear Time history analysis can be carried out considering site specific acceleration history.

► Program for site specific response spectrum analysis can be

developed in C, C++ or in Visual Basic. ► Case study of real life problems can be studied in nonlinear

domain considering site specific response spectrum.

► Parametric study of shear wall in unsymmetrical building can

be carried out considering site specific response spectrum

► Further the work can be extended to study the effect of site specific response spectrum and acceleration time history on tall tubular structures.

► In place of concrete structure, steel and composite structural

system can be studied.

Praveen K.Malhotra,“Strong motion Records for site specific Analysis,” Current Earthquake Spectra, Volume.19, No.3, August (2003), pp.557-578.

Kramer, Steven L., Geotechnical Earthquake Engineering, Prentice Hall, Upper Saddle River, NJ, 1996.

A. Ansal, J. Laue, J. Buchheister,M. Erdik, S.M. Springman,J. Studer and D. Koksal, “Site Characterization and site Amplification for a seismic microzonation study in Turky”, pp.1-8.

EduPro Civil Systems, Inc., “ProSHAKE Ground Response Analysis Program, Version 1.1”, User Manual, Redmond, Washington.

J. P. Bartdet, M. Kapuskar, G.R. Martin, and J. Proubet, “Site Response Analysis” pp.F85-F138.

Chopra, Anil K., Dynamics of Structures, Prentice Hall, Upper Saddle River, NJ, 2001.

REFERENCESREFERENCES

Paz, Mario, Structural Dynamics, CBS Publisher, Darya Ganj, New Delhi, 1987.

IS1893: (Part I)-2002, “Criteria for Earthquake Resistant Design of Structures” (Part 1) Bureau of Indian Standards, New Delhi, 2002.

Madhekar, Manoj S., and Jain, Sudhir. K., “Seismic behavior, design and detailing of RC shear walls, Part I: Behavior and strength” ICJ Compilation, Volume 67, No.7, July 1993 pp.311-318.

Madhekar, Manoj S., and Jain, Sudhir. K., “Seismic behavior, design and detailing of RC shear walls, Part II: Design and detailing” ICJ Compilation, Volume 67, No.9, September 1993 pp.451-457.

Paulay, T. and Priestley, M.J.N, Seismic Design of Reinforced Concrete and Masonry Buildings, 1st Edition, John Wiley & Sons, Inc.,1992

LIST OF PAPER PUBLISHED/COMMUNICATEDLIST OF PAPER PUBLISHED/COMMUNICATED

► LIST OF PAPERS PUBLISHED

1. Jivani D. K. and Patel P. V., “Analysis of shear wall buildings considering site specific acceleration time history”, International Conference on Construction managing Earthquake risk, New Delhi, January, 2008.

2. Jivani D. K. and Patel P. V., “Effect of Site Specific Response Spectrum Analysis of shear wall Buildings”, National Conference on Recent Trends in Geotechnical and structural Engineering, Jaipur, 1-2 December, 2007.

► LIST OF PAPERS COMMUNICATED

1. Jivani D. K. and Patel P. V., “Site specific response spectrum analysis of building with different shear wall position”, International conference on Innovation in Building Materials, Structural Designs and Construction Practices, Tamilnadu, 15-17 May, 2008. (Paper accepted)

2. Jivani D. K. and Patel P. V., “Analysis of shear walled building using site specific response spectrum”, National Conference on Infrastructure Development, Hamirpur, 16-17 May, 2008. (Paper accepted)

3. Jivani D. K. and Patel P. V., “Dynamic Analysis of Shear wall buildings using site specific response spectra”, 14th World Conference on Earthquake Engineering, China, 12-17 October, 2008. (Abstract accepted)

► Acceleration time histories on ground and response spectra Acceleration time histories on ground and response spectra are influenced by local sub soil characteristics.are influenced by local sub soil characteristics.

► Dynamic analysis of the R.C.C. shear wall framed structures Dynamic analysis of the R.C.C. shear wall framed structures gives higher time period compared to the time period gives higher time period compared to the time period obtained from formula of IS1893-2002.obtained from formula of IS1893-2002.

► There is no effect of shear wall positioning on time period There is no effect of shear wall positioning on time period obtained by formula given in IS 1893:2002. Dynamic analysis obtained by formula given in IS 1893:2002. Dynamic analysis of outer sided shear wall building gives higher time period as of outer sided shear wall building gives higher time period as compared to other shear wall positioning cases.compared to other shear wall positioning cases.

► It has been found that the central shear walled buildings have the minimum time period so they can attract more earthquake forces among all other shear wall positioned buildings. Even if one considers the top storey displacements the central shear walled positioned buildings have limiting displacements in both directions.

CONCLUSIONSCONCLUSIONS

► IS 1893:2002 gives lower value of Sa/g coefficient for 10, 15 and IS 1893:2002 gives lower value of Sa/g coefficient for 10, 15 and

20 storey building in comparison to site specific response 20 storey building in comparison to site specific response

spectrum. While, IS 1893:2002 gives higher value of Sa/g spectrum. While, IS 1893:2002 gives higher value of Sa/g

coefficient for 25 and 30 storey buildings in comparison to site coefficient for 25 and 30 storey buildings in comparison to site

specific response spectrum.specific response spectrum.

► Total seismic force on building expressed as base shear varies Total seismic force on building expressed as base shear varies

for various sites. Base shear obtained considering site specific for various sites. Base shear obtained considering site specific

response spectra is governing for 10, 15 and 30 storied response spectra is governing for 10, 15 and 30 storied

buildings while in case of 20 and 25 storey building base shear buildings while in case of 20 and 25 storey building base shear

considering IS 1893-2002 response spectra is governing.considering IS 1893-2002 response spectra is governing.

► Site specific acceleration time history analysis for 20 storey building gives more base shear compared to site specific response spectrum analysis. While, in other cases site specific response spectrum analysis becomes governing.

► In most of cases outer shear wall positioning in building gives higher value of Base shear. While, middle side position gives lower value of Base shear

► Top storey displacement is minimum in case of building having outer shear wall. While, central Shear Wall position controls the displacement in both directions. Maximum displacement is observed in building having middle shear wall.

► Site specific response spectrum analysis gives higher storey displacement and drift for 10 storey building. While, in case of 15, 20, 25 and 30 storey building IS 1893:2002 response spectrum gives maximum displacement and interstorey drift.

► Design forces in shear wall of 10 storey building is higher in case of site specific response spectrum analysis compared to IS 1893:2002 response spectrum analysis.

► In most of cases design forces obtained by site specific response spectrum analysis is higher compared to site specific time history analysis.

► From site specific response spectrum analysis it is observed that building having outer shear wall gives lower design forces in shear wall while, center shear wall position case gives higher design forces compared to other shear wall positions.

► From the site specific acceleration time history analysis it is observed that middle side shear wall position gives higher design forces in shear wall.

► Design results are obtained for 10 storey and 20 storey buildings. For 10 storey building, it is found out that design as per site specific response spectra is governing in comparison to IS: 1893 (Part I)-2002. For 20 storey building, design according to IS 1893 is governing in comparison to site specific response spectra.

► As the dimension of shear wall is larger, site specific response spectrum has no effect on its design. But if size of shear wall is reduced site specific response spectrum analysis is expected to govern the design.

► The foundation of 10 storey shear wall building is influenced by site specific response spectrum. While, 20 storey shear wall foundation design is governed by IS 1893:2002 response spectrum.

► It is necessary to carry out site specific investigation and ground response analysis for important structures for realistic estimation of seismic forces and better earthquake resistance.

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