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.
Time History of Acceleration
Layer: 1 - EQ No: 1 - Outcrop: No
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
Time History of Acceleration
Layer: 1 - EQ No: 1 - Outcrop: No
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
Time History of Acceleration
Layer: 1 - EQ No: 1 - Outcrop: No
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
Time History of Acceleration
Layer: 1 - EQ No: 1 - Outcrop: No
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
Time History of Acceleration
Layer: 1 - EQ No: 1 - Outcrop: No
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
Time 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 50 100 150 200
Paldi Site
Time History of Acceleration
Layer: 1 - EQ No: 1 - Outcrop: No
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
Time 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 50 100 150 200
Sola Site
Time 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
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
Site specific Response spectrum
607.80 818.98 531.40 426.46 853.21 486.20 487.31 638.78 484.29 482.00 442.39
750.00
Site specific Time history
345.52 757.76 334.48 331.03 409.48 295.86 327.59 334.48 331.03 324.14 334.48
20
Site specific Response spectrum
703.51 802.59 752.11 552.68 797.09 820.76 646.14 612.88 637.00 631.21 592.38
868.33
Site specific Time history
835.34 790.09 783.62 699.31 764.22 872.76 688.97 678.52 678.62 673.45 711.21
25
Site specific Response spectrum
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
Site specific Response spectrum
783.15 1010.14 735.24 674.62 932.23 707.07 704.18 1014.31 701.09 699.00 689.75
902.93
Site specific Time history
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
10 storey 15 storey 20 storey 25 storey 30 storey
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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
(%)
15 Storey building Drift
(%)
20 Storey building Drift
(%)
25 Storey building Drift
(%)
30 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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
center middle outer corner center middle outer corner center middle outer corner center middle outer corner center middle outer corner
10 storey 15 storey 20 storey 25 storey 30 storey
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
)
PM curve IS1893Bodakdev IIMKathwada ManinagarMotera NITPaldi PassportChandkheda SolaThaltej
20 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
25 storey shear wall-4000
-2000
0
2000
4000
6000
8000
10000
12000
14000
16000
0 5000 10000 15000Moment (kN m)
Axi
al L
oad
(kN
)
PM curve IS1893Bodakdev IIMKathwada ManinagarMotera NITPaldi PassportChandkheda SolaThaltej
30 storey shear wall
-5000
0
5000
10000
15000
20000
0 5000 10000 15000 20000Moment (kN m)
Axi
al L
oa
d (
kN)
PM curve IS1893Bodakdev IIMKathwada ManinagarMotera NITPaldi PassportChandkheda SolaThaltej
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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