METHODS OF ANALYSIS FOR EARTHQUAKE RESISTANT

STRUCTURESIS – 1893 (part-1) -2002

G. P. ChandradharaDepartment of Civil Engineering

S. J. College of Engineering, Mysore

INDIAN STANDARDS FOR EARTHQUAKE DESIGN

• IS : 1893 – 2002: Criteria For Earthquake Design Of Structures

• IS : 4326 – 1976: Code Of Practice For EarthquakeResistant Design And ConstructionOf Buildings

• IS : 13920 – 1993: Code Of Practice For Ductile DetailingOf Reinforced Concrete StructuresSubjected To Seismic Forces

• SP: 22 – Explanatory Handbook On Codes For Earthquake Engineering

MAGNITUDES OF SOME OF THE PAST EARTHQUAKES IN INDIA

1. 1897 – THE ASSAM EARTHQUAKE - M 8.72. 1938 – THE BIHAR-NEPAL EARTHQUAKE – M 8.43. 1950 – THE ASSAM-TIBET EARTHQUAKE – M 8.74. 1967 – THE KOYNA EARTHQUAKE – M 6.55. 1988 – THE BIHAR-NEPAL EARTHQUAKE – M 6.66. 1991 – THE UTTAR KASHI EARTHQUAKE – M6.67. 1993 – THE LATUR EARTHQUAKE – M 6.48. 1997 – THE JABALPUR EARTHQUAKE – M 6.09. 1999 – THE CHAMOLI (U.P) EARTHQUAKE – M 6.810. 2001 – THE BHUJ (GUJARAT)EARTHQUAKE – M 7.9

STRUCTURAL RESPONSE

Structural Response depends on

Input motion

Structural Properties

Uncertainties in Input motion

• When and where the next earthquake

• On what fault ( location)

• On what magnitude

• Effect of travel path on shaking at a distance

• Effect of local geology, topography and soil profile

OBJECTIVES OF EQ RESISTANT ESIGN

Should the structure be designed to withstand

strong shaking without sustaining any damage

Such a construction will be too expensive

It may be more logical to accept some damage in case of strong shaking

However, loss of life must be protected enen in case of strong shaking.

Earthquake Resistant Design Concept

S t r o n g M o t io n Z o n e

Level 1 Maximum Credible Earthquake (MCE)500 Years Return Period2 % Possibility of occurrence in 50 Yrs

Level 2 Design Basis Earthquake (DBE)250 Years Return Period10 % Possibility of occurrence in 50 Yrs

Earthquake Resistant Design Philosophy

Building

should resist minor earthquakes (<DBE) with some non-structural damage

should resist moderate earthquake (DBE) with some structural damage, but without failure

can fail at most severe earthquake (MCE), but with sufficient warning.

SEISMIC ZONE MAP OF INDIA

F=m *a

a = Z*gZ = Zone Factor

m

F

Structures should be able to resist

Resist Minor shaking ( < DBE , Design based EQ)

No damage

Resist Moderate shaking ( DBE )

No structural damage

Some non structural damage

Resist Severe shaking ( MCE, Max. considered EQ)

Structural damage without collapse

DBE – Max. EQ that can be expected to experience at the site

Once during life time of the structure. (DBE generally half of MCE)

OBJECTIVES OF EQ RESISTANT ESIGN

t

Ü

Üg

Ü

t

Üg

Earthquake Accelerogram

Response of the Structure

CONCEPT OF RESPONSE SPECTRUM-1

Find Amax

It is a plot of the peak response (Velocity, Displacement or Acceleration) w.r.t Period of SDOF system for a given Accelerogram.

Üg

Ü

t

Üg

Earthquake Accelerogram

Concept of Response Spectrum -2

Find Response Amax in each case

Ü

1/1

/2/1

fi

ii

T

mkf

T1 T2 T3

a2, maxa3, max

a1, max

T

a, max

For various values of Period of SDOF structures, Find Peak acceleration for the given input earthquake acceleration and plot

Response (acc) v/s Period

0 1 2 3 4 50.0

0.5

1.0

1.5

2.0

2.5 Rock or Hard Soil

Medium Soil

Soft Soil

Sa/

g

Time Period (secs)

Response Spectrum IS : 1893 :2002

METHODS OF FINDING THE EARTHQUAKE FORCES

1. Seismic Coefficient Method

2. Dynamic Analysis

• Response Spectrum Method• Time History Analysis

BASIS OF SEISMIC COEFFICIENT METHOD

VB = m aVB = (W/g) aVB = W (a/g)VB = W Ah

Ah = Basic horizontal seismic coefficientVB = Base shearW = Total weight of the structurea = Acceleration induced at the base during earthquakeg = Acceleration due to gravity

SEISMIC COEFFICIENT METHOD

Assumptions

• Assume that structure is rigid. • Assume perfect fixity between structure and foundation.• During ground motion every point on the structure

experience same accelerations• Dominant effect of earthquake is equivalent to horizontal

force of varying magnitude over the height.• Crudely determines the total horizontal force (Base

shear) on the structure

VB = W Ah

VB = W Ah

During an earthquake structure does not remain rigid, it deflects, thus base shear is disturbed along the height.

Ah is modified to consider the following effects.

Natural period Damping Modal shapes Types of structure and place(zone) Subsoil conditions Importance of the structure

BASIS OF SEISMIC COEFFICIENT METHOD

R

I

g

SZA

WAV

ah

hB

..2

Z=Zone Factor

Ss/g = Spectral Acceleration taken from ResponseSpectrum

I= Importance Factor

R=Ductility / Over-Strength Reduction Factor

CALCULATION OF SEISMIC FORCE-1

Zone Factor & Multiplying Factor for Different Damping

R

I

g

SZA

WAV

ah

hB

..2

Zone factor Z is for MCEFor DBE, it is Z/2

VALUES OF IMPORTANCEFACTOR - I

Response Reduction Factor- R

Sl No Lateral Load Resisting System R

Building Frame Systems

1 Ordinary RC moment Resisting frame (OMRF)2 3.0

2 Special RC moment Resisting Frame (SMRF)3 5.0

3 Steel Frames with

a)Concentric Bracesb)Eccentric Braces

4.05.0

4 Steel Moment Resisting Frame Designed as per SP 6(6) 5.0

Buildings with Shear Walls4

5 Load Bearing Masonry Wall Buildings5

a)Un-reinforcedb)Reinforced with Horizontal RC Bandsc)Reinforced with Horizontal RC Bands and Vertical barsAt corners of rooms and jambs of openings

1.52.53.0

6 Ordinary Reinforced Concrete Shear Walls6 3.0

7 Ductile shear Walls7 4.0

Buildings with Dual Systems8

8 Ordinary Shear wall with OMRF 3.0

9 Ordinary Shear wall with SMRF 4.0

10 Ductile Shear wall with OMRF 4.5

11 Ductile Shear wall with SMRF 5.0

Depends on the perceived seismicdamage performance of the

structure, characterised by ductile or brittle deformation

75.0a h075.0T for RC frame buildings

for Steel frame buildings 75.0

a h085.0T

d

h09.0Ta for all other buildings, moment resisting

frames with Brick In-fill Panels

EMPIRICAL FORMULA FOR CALCULATION OF FREQUENCIES

0 1 2 3 4 50.0

0.5

1.0

1.5

2.0

2.5 Rock or Hard Soil

Medium Soil

Soft Soil

Sa/

g

Time Period (secs)

Response Spectrum IS : 1893 :2002

R

I

g

SZA

WAV

ah

hB

..2

n

1

2ii

2ii

Bi

hW

hWVQ

DISTRIBUTION OF BASE SHEAR

Qi – Design lateral force at floor iWi – Seismic Weight of floor i ( DL + LL)hi - Height of floor i measured from basen - Number of storey in the building

(LL = 30% of Normal Live Load ) < 3 kN/m2)(LL = 50% of Normal Live Load) > 3 kN/m2)

SEISMIC COEFFICIENT METHOD

Distribution of forces along the storey

Frame Forces on storey level Shear distribution

hi

VB

Q4

Q3

Q2

Q1

Q4

Q3

Q2

Q1

Q4

Q3

Q2

Q1

W4

W3

W2

W1

n

1

2ii

2ii

Bi

hW

hWVQ

DAMPING RATIO FOR DIFFERENT TYPES OF STRUCTURES

• STEEL STRUCTURE - 2-5%

•CONCRETE STRUCTURE- 5-10%

•BRICK STRUCTURE - 5-10%

•TIMBER STRUCTURE - 2-5%

•EARTHEN STRUCTURE - 10-30%

DYNAMIC ANALYSIS1. RESPONSE SPECTRUM METHOD

Distribution of forces at various story's is carried out usingmode shape, Participation Factors etc.

Response quantities ( BM, SF etc. ) are combined using CQC Complete Quadratic combination

R

I

g

SZA

WAV

ah

hB

..2

• Here Period and mode shapes of the structure are obtained

using free vibration analysis not from Empirical formula• (Sa / g ) is obtained from the same response chart for all the modes separately

MODE SHAPES OF OSCILLATION OF BUILDINGS

i

Mode 1 Mode 2 Mode 3Frame

Lateral forces are found by superimposition of the Forces resulting from each mode

Obtain the design parameters by giving the actual Earthquake excitation

DYNAMIC ANALYSIS2. TIME HISTORY ANALYSIS

TimeAcc

eler

atio

na(t)

Time

Dis

plac

emen

t

Over-riding of Response Parameters Computed From Analysis

Dynamic analysis may be performed either by the timehistory method or by the response spectrum method.

If base shearVB < VB

1

R. S. Method Seismic coefficient method

All response quantities obtained in RSM ( for examplemember forces, displacements, storey forces, storey shears

and base reactions ) shall be multiplied by VB1 / VB .

COMPARISION OF PSEUDO STATIC ANALYSIS AND DYNAMIC ANALYSIS

Q3

Q2

Q1

a(t)

Obtain Q1—Q3 using SCM or RSM•Analyse the frame to obtain designBM & SF in SCM

• Analyse the frame to obtain BM & SFResponses are combined as per CQCmethod in RSM

Directly we get design BM & SF inDynamic analysis.

at

CHOICE OF METHOD FOR MULTISTORIED BUILDING

PARTIAL SAFETY FACTOR

MATERIALS

•CONCRETE - 1.5•STEEL - 1.15

LOADS

• 1.5(DL + LL)• 1.2(DL + LL EQ/WL)• 1.5(DL EQ/WL)• 0.9DL 1.5EQ/WL

LL = 25% OF THE NORMAL LIVE LOAD

DESIGN MOMENTS IN MEMBERS-1

1. 1.5(DL + LL)

2. 1.2(DL + LL + EQ/WL)3. 1.2(DL + LL - EQ/WL)

4. 1.5(DL + EQ/WL)5. 1.5(DL - EQ/WL)

6. 0.9DL + 1.5EQ/WL7. 0.9DL - 1.5EQ/WL

A BC

DESIGN MOMENTS IN MEMBERS-2 ( Ex.)

A BC

LoadingEnd A Cent- C End-B

Loading-1 -60 +40 -70

Loading-2 +25 +35 -85

Loading-3 -80 +30 +20

Loading-4 +10 +35 -80

Loading-5 -70 +35 -15

Loading-6 +15 +20 -65

Loading-7 -60 +20 +10

Design mom. -80/+25 +40 -85/ +20