Seismic Design Basics - Superstructure

Seismic Design Basics – Superstructure
Dr. Ajit Khanse, Ph. D.
Approved by The Practicing Institute of Engineering, Inc., NY State
Updated August 2015

Presentation Title
CONTENTS
Basic
Seismic
Design
Standards
Seismic
Analysis
Procedures
Plate
Tectonics
Seismicity
2
Seismic
Design
Category

Presentation Title
3
Seismicity refers to the geographic and historical distribution of earthquakes. The dots
represent the epicenters of significant earthquakes. It is apparent that the locations of
the great majority of earthquakes correspond to the boundaries between plates.
WORLD SEISMICITY: 1900 – 2013

Presentation Title
PLATE TECTONICS
4
Pattern of earthquakes defines the boundaries of tectonic plates.
23 major plates. [USGS]

Presentation Title
RING OF FIRE
5
Volcanic arcs and oceanic trenches partly encircling the Pacific Basin form the so-called
Ring of Fire, a zone of frequent earthquakes and volcanic eruptions. The Challenger
Deep is the deepest known point in the oceans, with a depth of 35,994 ft (6.82 miles).
[USGS]

Presentation Title
Earthquakes in the Midwestern and Eastern United States?!
6
Intraplate Earthquakes
1) 8/23/2011 – Earthquake in Washington, D. C., Mw = 5.8
2) 8/23/2011 – Earthquake in Colorado, Mw = 5.3
3) 1980 – 5 earthquakes recorded N. of Philadelphia, PA
4) 1979 & 1980 – New York State and the adjacent areas
experienced 131 earthquakes of magnitude 1 to 5
5) 1931 – Valentine, Texas, magnitude 6.4 earthquake.
6) 1884 – New York City area
7) 1886, Charleston, South Carolina. Estimated
magnitude 6.8. Soil liquefaction.
8) 1811 & 1812 -- New Madrid, Missouri (7.2 ≤ M ≤ 8.3).
Soil liquefaction.
[www.geo.mtu.edu]

Presentation Title
INTRAPLATE EARTHQUAKE
7
• An intraplate earthquake is an earthquake that
occurs in the interior of a tectonic plate, whereas
an interplate earthquake is one that occurs at a
plate boundary.
• Intraplate earthquakes are not well understood.
the causative fault is deeply buried, and
sometimes cannot even be found.
• Examples, the 1811-1812 earthquakes in New
Madrid, Missouri; Charleston, South Carolina
(1886) and Gujarat, India (2001).
Intraplate Earthquakes
[Wikipedia]

Presentation Title
RESERVOIR – INDUCED SEISMICITY – I
8
Lalwani, Hydrodynamics, 2009
CAUSE & EFFECT:
 Rapid filling rates,
 The large annual fluctuations of lake levels,
 Filling at a later time above the previous
highest water level
 Elevated ‘rate of change of pore pressure’
(dp/dt) values over a filling cycle,
Result in diffusion of pore pressures from the
reservoirs to hypocentral locations along a
saturated, critically stressed network of faults
and fractures.

Presentation Title
RESERVOIR – INDUCED SEISMICITY – II
9
 Monticello Dam, South Carolina
 Oroville Earthen Dam, CA. Tallest in US at 770 ft. M = 6.1 in 1975
 Zipingpu Dam, the 2008 Wenchuan/Sichuan earthquake, Mw=7.9
The 1967 Koyna, India earthquake, Mw = 6.3
LakeElevation(meter)
Mw = 6.3
Capacity = 100 BCF
Lalwani, Hydrodynamics, 2009

Presentation Title
Humans Induced Seismicity
 Reservoir
 Mining
 Hot water extraction
 Waste water extraction
 Oil or gas extraction: Carthage Gas Fields, E. Texas
 Enhanced Geothermal System (EGS):
Geysers geothermal field in California
 Nuclear tests
10

Presentation Title
BASIN EFFECT – I
11
Epicenter was 220 miles away from
Mexico City. Estimated 35,000 people
died in Mexico City, where 412
multistory (8 to 25 floors) buildings
collapsed completely and another
3,124 were seriously damaged. (USGS)
21-story, steel-frame building 15-story reinforced concrete building
8-story RC building
The 1985 Michoacan (Mexico) Earthquake, Mw= 8.3

Presentation Title
 Source-averaged basin amplification is period-dependent,
with the highest amplifications occurring for the longest
periods and greatest basin depths.
 Relative to the very-hard rock reference structure, general
maximum amplification is about a factor of 8. At Mexico
city (1985 Michoacan earthquake), seismic motion was
amplified up to a factor of 60 compared to the bedrock.
[Aviles and Perez-Rocha 1998]
12
BASIN EFFECT – II

Presentation Title
BASIN EFFECT – III
13
[Aviles and Perez-Rocha 1998]
Map of seismic zonation and isoperiod
curves (in sec) of Mexico City
Zone Depth
(ft)
Eff. Vs
(ft/s)
Predominant
period (s)
Transition 43 285 0.6
Lake 125 250 2.0
Deep Lake 185 200 3.4
Characteristics of the soil profiles
• Extremely soft, saturated surface clays
• At some places Plasticity Index ≈ 300
• Friction angles as low as, ϕ = 5-15o
BASIN EFFECT

Presentation Title
SAN ANDREAS FAULT, CA
14
[USGS]
The San Andreas
(strike-slip) fault zone
separates the Pacific
and North American
Plates, which are
slowly grinding past
each other in a roughly
north-south direction.
The Pacific Plate
(western side of the
fault) is moving
horizontally in a
northerly direction
relative to the North
American Plate
(eastern side of the
fault)

Presentation Title
A FEW RELEVANT TERMS
• Liquefaction
• Plasticity Index, PI
• Shear Wave Velocity, VS
•Period of Vibration, Tn
• Seismic Design Category (SDC)
• Importance Factor I and Occupancy Category (OC)
• Response Modification Factor, R
15

Presentation Title
16
Niigata, Japan 1964 Alaska 1964: Surface rupture
Geotechnical Failures
[USGS]
Soil liquefaction describes a phenomenon
whereby a saturated soil substantially loses
strength and stiffness in response to an
applied stress, usually earthquake shaking
or other sudden change in stress condition,
causing it to behave like a liquid.
ANIMATION SLIDE

Presentation Title
CONSEQUENCES OF LIQUEFACTION
17
Liquefaction can lead to damage or failure of structures:
(1) Loss in bearing support which causes large vertical
downward movement.
(2) Imposition of horizontal forces on the footing from
lateral flow or lateral spreading of the soil.
(3) Settlement of the soil as pore water pressures in the
liquefied layers dissipate.
C10.5.4.1, AASHTO LRFD Bridge Design 2010
Geotechnical Failures

Presentation Title
ATTERBERG LIMITS → PLASTICITY INDEX
18
The plasticity Index indicates the range of moisture
content at which the soil is in the plastic state.
Plasticity Index, PI = LL – PL
where LL = Liquid Limit and PL = Plastic Limit
Liquid State: Deforms easily;
consistency of pea soup to soft butter
Plastic State: Deforms without cracking;
consistency of soft butter to stiff putty
Semisolid State: Deforms permanently,
but cracks: consistency of cheese
Solid State: Breaks before it will
deform; consistency of hard candy
Liquid Limit (LL) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Plastic Limit (PL) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Shrinkage Limit (SL) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
IncreasingMoistureContents,w
ASTM D4318 and D2216

Presentation Title
SHEAR WAVE VELOCITY, VS
19
S-wave (secondary wave, Shear Wave, transverse wave)
velocity is given by: ,
μ = the shear modulus and ρ = the density of the material.
SV



[Stokoe, et al 2003]
• S-waves cannot travel through a fluid, since a fluid cannot support shear.
• Magnitude of shear wave velocity is used in soil classification.

Presentation Title
KOBE, JAPAN 1995, Mw= 6.9 LOMA PRIETA 1989, Mw=6.93
20
‘There is not a fiercer hell than the failure in a great object’ – Keats

Presentation Title
DESIGN STANDARDS
(1)ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures
(2)AASHTO LRFD Bridge Design Specifications, 7th Edition, 2014
(3) AASHTO LRFD Seismic Bridge Design, 1st Edition, 2012
(4)AISC 341-10 Seismic Provisions for Structural Steel Buildings, 2010
(5) International Building Code 2014
(6)https://geohazards.usgs.gov/secure/designmaps/us
(7) CALTRANS Seismic Design Criteria, Version 1.7, April 2013
(8)FEMA P-750 (2009) NEHRP Recommended Seismic Provisions
(9)FEMA P-695 (June 2009) Quantification of Building Seismic Performance
Factors
21

Presentation Title
DESIGN BASICS
• Soil Type and Profile
• Seismic Design Category (SDC)
• Determination of Natural Period of Vibration, Tn
• MCER and Design Response Spectra
• Importance Factor I and Occupancy Category (OC)
• Seismic Performance Factors: R, Ω0 & Cd
•Analysis Selection Procedure
• Equivalent Lateral Force (ELF) Procedure
• Conclusions
22

Presentation Title
23
Site
Class SOIL TYPE AND PROFILE
A Hard rock with measured shear wave velocity, Vs > 5000 ft/sec
B Rock with 2500 ft/sec < Vs < 5000 ft/sec
C
Very dense soil & soil rock with 1200 ft/s < Vs < 2500 ft/s, or
with either N > 50 blows/ft or Su > 2.0 ksf
D
Stiff soil with 600 ft/sec < Vs < 1200 ft/sec, or
with either 15 blows/ft < N < 50 blows/ft or 1 ksf < Su < 2 ksf
E
Soil profile with Vs < 600 ft/sec, or with either N < 15 blows/ft or
Su < 1.0 ksf, or any profile with more than 10 ft of soft clay
defined as soil with PI > 20, w > 40%, and Su < 0.5 ksf.
F
Soils requiring site-specific ground motion response evaluation:
• Peats or highly organic clays (H > 10 ft of peat or highly
organic clay, where H = thickness of soil)
• Very high plasticity clays (H > 25 ft with PI > 75)
• Very thick soft/medium stiff clays (H > 120 ft)
Vs = shear wave velocity, Su = undrained shear strength, PI = plasticity index,
w = moisture content, N = std penetration test (SPT) blow count
[Table 3.4.2.1-1 of AASHTO LRFD Seismic Bridge Design, 2012]

Presentation Title
SEISMIC DESIGN CATEGORY (SDC)
24
[C11.6, ASCE 7-10]
There are various correlations of the qualitative Modified
Mercalli Intensity (MMI) with quantitative characterizations
of ground-shaking limits for the various SDCs.
MMI V No real damage SDC A 0< SM1 <0.1g
MMI VI Light nonstructural damage SDC B 0.1g<SM1<0.2g
MMI VII Hazardous nonstructural damage SDC C 0.2g<SM1<0.3g
MMI VIII Hazardous damage to susceptible structures SDC D 0.3<SM1<1.12g
MMI IX Hazardous damage to robust structures SDC E SM1 > 1.125g

Presentation Title
25
• SDCs perform one of the functions of the Seismic Zones
used in earlier U.S. building codes.
• To step progressively from simple, easy and minimums to
more sophisticated, detailed, and costly requirements as
both the level of seismic hazard and the consequence of
failure escalate.
• SDCs also are dependent on a building’s Occupancy
Category and, therefore, its desired performance.
• To simplify building regulation by assigning the same SDC
regardless of the structural type.
[C11.6, ASCE 7-10]

Presentation Title
26
[C11.6, ASCE 7-10]
• The ground motions used to define the SDCs include the
effects of individual site conditions on probable ground-
shaking intensity.
• Structures are assigned to a SDC based on the more
severe condition determined from SM1, 1-second
acceleration and SMS, short-period acceleration.
• For SDC E, SM1 > 1.125g. This generally occurs in
near-fault area, i.e., less than 15 miles from fault-rupture.
• Most SDC F occur over liquefiable soil (Soil type F).

Presentation Title
MCER 1-second spectral response acceleration parameter, SM1 (%g)
27
Map with associated regions of Seismic Design Category, assuming
Site Class D conditions. [FEMA P-750 (2009) NEHRP Recommended Seismic Provisions.]

Presentation Title
MCER 1-second spectral response acceleration parameter, SM1 (%g)
28
Map with associated regions of Seismic Design Category, assuming
Site Class D conditions for California sites. [FEMA P-750 (2009) NEHRP]

Presentation Title
NATURAL PERIOD OF VIBRATION, Tn
29
2 1
2 2 st
n
n n
m
T
f k g

 

   
The time required for the undamped system to
complete one cycle of free vibration is the natural
(fundamental) period of vibration of the system.
where,
ωn = natural circular frequency of vibration, in radians
fn = natural cyclic frequency of vibration, in Hz
m = mass of system, in kip-sec2/ft (slug) = W/g
k = stiffness of system, kip/ft
W = weight, in kip
g = gravitational acceleration = 32.2 ft/sec2 = 386 in/sec2
= lateral static displacement of mass due to lateral force mg.𝛿𝑠𝑡

Presentation Title
PERIOD DETERMINATION
30
The fundamental period of vibration of the structure T, is used to
determine the design base shear as well as the exponent k that
establishes the distribution of the shear along the height of the structure.
(1) Ta = 0.1N for structures not exceeding 12 stories in height. (Eq. 12.8.8)
(2) (sec) (Eq. 12.8-7)
where hn is the height in ft and the coefficients (0.016 < Ct < 0.03)
and (0.75 < x < 0.9) are determined from Table 12.8-2.
(3) For masonry or concrete shear wall structures, (Eq. 12.8.9)
(4) For a single column bent, (AASHTO 2014, Eq. A-4, A-3, A-5)
where and (ft)
(5) Period of bridge may be determined from Sec. 5.4.2 of AASHTO 2014
[Sec. 12.8 of ASCE 7-10 & AASHTO 2014]
ta
x
nT C h
0.0019
w
a nT h
C

 
1
22
s COLUMN
r
W W
T
gK


 r
F
K 

 
2
2
0.85
4
a
T
S

 
   
 

Presentation Title
FOUR WAYS OF ACCESSING RESPONSE SPECTRA
1) Response Spectra provided by a geotechnical
engineering consultant.
2) Construction of Response Spectrum from different
ground motion acceleration time histories.
3) Construction of MCER and Design Response Spectra
as per Sec. 11.4, ASCE 7-10.
4) Accessing Response Spectra from
http://earthquake.usgs.gov/designmaps/us/application.php
31
Response Spectrum

Presentation Title
RESPONSE SPECTRUM – I
32
[2007]This Response Spectrum is used for North Ramp at St. George Ferry Terminal
Response Spectrum – 1

Presentation Title
Linearly-elastic single degree-of-freedom system
33
Single degree-of-freedom
(SDF) system, ζ = 5%
Elasto-perfectly plastic system
Linearly-elastic system
Seismic Base Shear, V
V = CS.W
k
W
2n
W
T
gk


Presentation Title
SEISMIC GROUND MOTIONS OF ChiChi-TCU65 1999 record
34
Time (sec)
Acceleration(g)Velocity(in/sec2)Displacement(in)
a (max) = 0.82g
v (max) = 51 in/sec2
s (max) = 37 in
Three components (x, y & z dir)
of accelerations are obtained
from accelerometer. Δt = 0.005 s
←Integration←Integration
This is N123E component
SDC - E: Hazardous
damage to robust
structures

Presentation Title
EQUATION OF MOTION
35
2
2 ( )n n gu u u u t    
The equation of motion of a linear single degree-of-freedom
system subjected to seismic ground acceleration :𝑢 𝑔(𝑡
= acceleration of system, in/sec2
= velocity of system, in/sec
u = displacement of system, in
ζ = damping ratio
2
n
nT

 
Tn = natural period of vibration, sec
Δt = 0.005 sec (typ)
u
u

Presentation Title
SPECTRAL RESPONSE of SDF SYSTEM to ChiChi-TCU65 record
36
Period (sec)
Pseudo-acceleration(in/sec2)SpectralDisplacement(in)
2
2
n
A D
T
 
  
 
Tn=1.1 sec
Tn=4.0 sec
Tn=2.1 sec
1.1
2.1
4.0
Time (sec)
Displacement(in)
Linearly-elastic single degree-of-freedom system, ζ = 5%
u (max)= 20”
u (max)= 35”
u (max)= 70”
u = 20”
u = 35”
u = 70”

Presentation Title
PSa Response Spectra, 20 ground motions to 84%
37
Period (sec)
Pseudo-acceleration(in/sec2)
1.3g
1.3g
84th percentile curve
MCE curve
2
2
n
A D
T
 
  
 
sof mA
Pseudo-acceleration,
Equiv. Static Force,
SDC – E
g = 386 in/sec2
Hazardous
damage to robust
structures

Presentation Title
MCER AND DESIGN RESPONSE SPECTRUM – III
38
[Sec C11.2, ASCE 7-10]
MCER = Risk-targeted Maximum Considered Earthquake Ground Motion.
Design Response Spectrum shall be determined by dividing ordinates of
MCER response spectrum by 1.5.
The MCER ground motions are based on the 2008
USGS seismic hazard maps and also incorporate
three technical changes to previous ASCE/SEI 7-05:
1) Use of risk-targeted ground motions,
2) Use of maximum direction ground motions, and
3) Use of near-source 84th percentile ground motions.

Presentation Title
MCER AND DESIGN RESPONSE SPECTRUM – III
39
for TS ≤ T ≤ TL (Eq. 11.4-10)
for T > TL (Eq. 11.4-11)
SDS = ⅔.Fa.CRS.SSUH or ⅔.Fa.SSD, lesser. (Eq. 11.4-1, 11.4-2, Table 11.4-1)
0
0
0.4 0.6 ( .11.4 9)DSa
T
S for T T EqS
T
 
    
 
SD1 = ⅔.Fv.CR1.S1UH or ⅔.Fv.S1D, lesser. (Eq. 11.4-3, 11.4-4, Table 11.4-2)
[Sec. 11.4, ASCE 7-10]

Presentation Title
RESPONSE SPECTRUM – IV
40
http://earthquake.usgs.gov/designmaps/us/application.php

Presentation Title
IMPORTANCE FACTOR & OCCUPANCY CATEGORY
41
The Occupancy Category (OC) is used as one of two components in determining
the Seismic Design Category (SDC) and is a primary factor in setting drift limits.
In the quantitative criteria for strength, the Importance Factor I is shown as a divisor
on the Response Modification Factor R in order to send a message to designers that
the objective is to reduce damage for important structures in addition to preventing
collapse in larger ground motions. [C11-5, ASCE 7-10]

Presentation Title
SEISMIC PERFORMANCE FACTORS, SPFs
42
• Values of the Response Modification Factor R, the system Overstrength
Factor, Ω0, and the Deflection Amplification Factor, Cd, for currently approved
seismic-force-resisting systems are specified in Table 12.2-1 of ASCE 7-10.
• R factors are also given in Sec. 3.10.7 of AASHTO LRFD Bridge Design 2014.
[Fig. 1.1, FEMA P-695, 2009]

Presentation Title
ANALYSIS SELECTION PROCEDURE(ASCE 7-10)
43
SDC Structural Characteristics ELF
Sec. 12.8
MRS
Sec. 12.9
RHA
Ch. 16
B, C All structures P P P
D, F Reg structures < 160 ft height P P P
Reg structures with T < 3.5 TS P P P
Structures with a few irregularity P P P
All other structures NP P P
E All structures NA P P
• Nonlinear static (pushover) analysis is not addressed in the standard.
• The value of TS (= SD1/SDS) depends on the site class because
SDS and SD1 include such effects.
• Refer Table C12.6-1 for values of 3.5TS for various cities & site classes.
• MRS = Modal Response Spectrum Analysis. RHA = Response History Analysis
Table 12.6-1

Presentation Title
ANALYSIS SELECTION PROCEDURE (AASHT0 2014)
44
SDC Regular Bridges
with 2 thro’ 6 Spans
Not Regular Bridges
with 2 or More Spans
A Not required Not required
B, C, or D Use ESA or EDA Use EDA
• ESA = Equivalent Static Analysis, Sec. 5.4.2 (SDF model)
• EDA = Elastic Dynamic Analysis, Sec. 5.4.2
• Non-Linear Time History (NLTH) Analysis (Sec. 5.4.4) is not
required, unless P-Δ effects are large, damping provided by
base-isolation system is large or requested by Owner. NLTH
should be used for Critical or Essential bridges in SDC D, E
and F category.
• Inelastic Static (pushover) Analysis (ISA) is used to establish
displacement capacities for normal bridges in SDC D.
Table 4.2-1

Presentation Title
EQUIV. LATERAL FORCE (ELF) PROCEDURE – I
45
This procedure is useful in preliminary design of all
structures and is allowed for final design of the vast
majority of structures. Three basic steps:
1) Determine the seismic base shear, V =CS.W (Sec. 12.8.1)
2) Distribute the shear vertically along the height of the
structure. (Sec. 12.8.3)
3) Distribute the shear horizontally across the width and
breadth of the structure. (Sec. 12.8.4)
[Sec. 12.8, ASCE 7-10]

Presentation Title
EQUIV. LATERAL FORCE (ELF) PROCEDURE – II
46
[Sec. 12.8, ASCE 7-10]
SDS is obtained from Eq. 11.4-7, 11.4-5 & Table 11.4-1
SD1 is obtained from Eq. 11.4-8, 11.4-6 & Table 11.4-2
TS varies from 0.2 sec to 0.9 sec. (Table C12.6.1)
TL varies from 4 sec to 16 sec. (Fig. 22-15 through 22-20)
DS
S
S
C
R
I

 
 
 
1D
S L
S
C for T T
R
T
I
 
 
 
 
1
2
D L
S L
S T
C for T T
R
T
I
 
 
 
 
Seismic Base Shear: V = CS.W

Presentation Title
OVERVIEW TO FEW DESIGN THEMES
1) Seismic Force Resisting Systems
2) P-Δ Effects
3) Vertical Ground Motions for Design
4) Design Requirements for Bridges in SDC B
5) Seismic Analysis Procedures – Inelastic
6) Seismic Analysis Procedures
7) Equivalent Lateral Force (ELF) Procedure
8) Modal Response Spectrum Analysis (MRS)
9) Response History Analysis (RHA) Procedures
10)Base Isolated Structures
11)Structures with Damping Systems
12)Soil-Structure Interaction (SSI)
13)Fluid-Structure Interaction (FSI)
47

Presentation Title
SEISMIC FORCE RESISTING SYSTEMS (SFRS)
A. Bearing wall systems
B. Building frame systems
C. Moment-resisting frame systems
D. Dual systems with special moment frames capable of
resisting at least 25% of seismic forces
E. Dual systems with intermediate moment frames capable of
resisting at least 25% of seismic forces
F. Shear wall frame interactive system with ordinary RC
moment frames and ordinary RC shear walls
G. Cantilevered column systems
H. Steel systems not specifically detailed for seismic resistance,
excluding cantilever column systems
48
For bridges, SFRS are given in Sec. 3.3 of AASHTO LRFD Seismic Bridge Design, 2009
REF:Table12.2-1,ASCE7-10

Presentation Title
P-Δ EFFECT ON COLUMNS
49
Fig. 4.2 of CALTRANS SDC 2010
P-Δ effects adversely influence
both the stiffness and strength of
structures. Figures show idealized
static force-displacement
responses for a simple, one-story
structure (such as a cantilevered
column).
Fig. C12.8-7, ASCE 7-10

Presentation Title
BRIDGE COLUMN DETAILING
50
Fig. 2.4 of CALTRANS 2010
Plastic hinge forms below
ground in the shaft
Plastic hinge forms at or above the
shaft/column interface, thereby,
containing the majority of inelastic
action to ductile column element

Presentation Title
VERTICAL GROUND MOTIONS for Seismic Design
51
Required where a more explicit consideration
of vertical ground motion effects is advised:
• Certain tanks,
• Material storage facilities, bins, silos, etc.
• Electric power generation facilities, etc.
New method for construction of design vertical response spectrum is proposed.
[Chapter 15 & 23, ASCE 7-10]

Presentation Title
VERTICAL GROUND MOTIONS for Seismic Design
52
[New Chapter 23, ASCE 7-10]
Design Vertical Response Spectrum
Values of Vertical Coefficient CV are obtained from Table 23.1-1
SDS = the design spectral response acceleration parameter at short periods
TV = the vertical period of vibration

Presentation Title
DESIGN REQUIREMENTS FOR BRIDGES IN SDC B
1) Identification of Earthquake Resisting Systems (ERS), A-3.3
2) Demand Analysis
3) Implicit capacity check required (displacement, P-Δ, support
length)
4) Capacity design should be considered for column shear;
capacity checks should be considered to avoid weak links in ERS
5) SDC B level of detailing
6) Liquefaction check should be considered for certain conditions
53
D/C ≤ 1 Capacity
Design
SDC B
detailing
Liquefaction
SDC B Identify
ERS
Demand
Analysis
Implicit
Capacity
[AASHTO LRFD Seismic Bridge Design, 2009]

Presentation Title
INELASTIC SEISMIC ANALYSIS PROCEDURES
54
Matrix depicting possible inelastic seismic analysis procedures for various structural
models & ground motion characterizations along with trends of uncertainty in the result
[FEMA 440, 2005]

Presentation Title
SEISMIC ANALYSIS PROCEDURES
1) Equivalent Lateral Force (ELF) Analysis or
Nonlinear Static Procedure (NSP)
2) Modal Response Spectrum (MRS) Analysis or
Elastic Dynamic Analysis (EDA)
3) Linear Response History (LRH) Analysis
4) Nonlinear Response History (NRH) Analysis
55
[ASCE 7-10; AASHTO LRFD Seismic Bridge Design, 2009]

Presentation Title
EQUIV. LATERAL FORCE (ELF) ANALYSIS
56
This procedure is useful in preliminary design of all
structures and is allowed for final design of the vast
majority of structures. Three basic steps:
1) Determine the seismic base shear, V =CS.W (Sec. 12.8.1)
2) Distribute the shear vertically along the height of the
structure. (Sec. 12.8.3)
3) Distribute the shear horizontally across the width and
breadth of the structure. (Sec. 12.8.4)
[Sec 12.8, ASCE 7-10; Sec 5.4.2, AASHTO LRFD Seismic Bridge Design, 2009]

Presentation Title
MODAL RESPONSE SPECTRUM (MRS) ANALYSIS – I
57
[Sec. 12.9, ASCE 7-10]Fig. 10.1.2 & 10.1.3, Anil K. Chopra 2012
1) Structure is decomposed into a
number of single-degree-of-
freedom (SDF) systems, each
having its own mode shape and
natural period of vibration.
2) Natural period of vibration of an
multiple-degree-of-freedom
(MDF) system is the time
required for one cycle of the
simple harmonic motion in one
of these natural modes. Natural
periods & corresponding modes
of structure are computed.
System in first natural mode of vibration
System in second natural mode of vibration

Presentation Title
MODAL RESPONSE SPECTRUM (MRS) ANALYSIS – II
58
Fig. 13.2.5 & 13.2.3, Dr. A.K. Chopra 2012
Effective Modal Masses and Modal Heights
Conversion from
multiple-degree-of-freedom system to
equivalent single-degree-of-freedom system
Period

Presentation Title
MODAL RESPONSE SPECTRUM (MRS) ANALYSIS – III
59
1) Displacement in each mode is determined from
corresponding spectral acceleration (obtained
from Response Spectrum), modal participation
& mode shape.
2) Where at least 90% of the model mass
participates in the response, the distribution of
forces and displacements is sufficient for design.
3) Each mode will have different peak responses.
The resultant response is calculated by Modal
Combination Rules like SRSS or CQC method.
Elastic Dynamic Analysis (EDA) is required for
“irregular bridges” in SDC B, C & D.

Presentation Title
60
Main Characteristics:
 Excitation by suitable earthquake acceleration time histories
 Finite Element multiple-degree of freedom model is created
 Model may be two- or three-dimensional
 Computer with suitable software is required
 The responses derived from the Linear Response History
Analysis are multiplied by I to provide enhanced strength
and stiffness for more important facilities, and are divided by
R to account for inelastic behavior.
[Sec 16.1, ASCE 7-10]
RESPONSE HISTORY (LRH) ANALYSIS – LINEAR

Presentation Title
61
Procedure is NOT required unless:
 P-Δ effects are too large to be neglected
 Damping provided by base isolation system is large
 Requested by Owner per Article 4.2.2
 For complex systems with friction-based passive
energy dissipation devices, nonlinear viscous
dampers, seismically isolated systems, self-centering
systems, or systems that have components with highly
irregular force-deformation relationships
RESPONSE HISTORY (NRH) ANALYSIS – NONLINEAR

Presentation Title
Seismically Base Isolated Structures – I
62
Figure C17.5-2 Isolation system terminology
(a) Fixed base structure, (b) Isolated Structure
Generally used for short-period structures.
Since period of structure is lengthened, the
displacements may increase.
Fig. 20.2.1 Dr. A.K. Chopra 2012

Presentation Title
Seismically Base Isolated Structures – II
63
The Benicia-Martinez Bridge in the
San Francisco Bay Area is 6,156 feet
long with 10 steel truss spans
supported by concrete piers.
The Friction Pendulum Isolation
bearings were installed at the tops of
the concrete piers, under the roadway
trusses.
Each seismic isolation bearing
measures 13 ft in diameter and weighs
40,000 lb. Each has a lateral
displacement capacity of 53 in, a 5000
kip design (dead plus live) load, and a
5 second period.
www.earthquakeprotection.com/

Presentation Title
SOIL STRUCTURE INTERACTION (SSI) – I
64
[C19.1, ASCE 7-10]
The response of a structure to
earthquake shaking is affected by
interactions between three linked
systems:
1) the structure,
2) the foundation, and
3) the geologic media underlying
and surrounding the foundation.
SSI effects reflect the differences
between the actual response of the
structure and the response for the
theoretical, rigid base condition.
[Fig. from H. Allison Smith & Wen-Hwa Wu, 1997]

Presentation Title
SOIL STRUCTURE INTERACTION (SSI) – II
65
[FEMA 440, 2005]
Rigid Base Model
Flexible base, Kinematic Interaction &
Foundation Damping MODEL
Three primary categories of soil-
structure interaction (SSI) effects:
1) Introduction of flexibility to the
soil-foundation system (flexible
foundation effects),
2) Filtering of the character of
ground shaking transmitted to
the structure (kinematic effects)
3) Dissipation of energy from the
soil-structure system through
radiation and hysteretic soil
damping (foundation damping
effects).

Presentation Title
SOIL STRUCTURE INTERACTION (SSI) – III
66
[Fig. C19-1,
ASCE 7-10]
Effects of period lengthening and foundation
damping on design spectral accelerations
 Period lengthening causes higher displacements.
 Inertial interaction effects are important for stiff
structural systems on Site Classes C to F

Presentation Title
SEISMIC FLUID STRUCTURE INTERACTION (FSI)
67
• Off-shore structures
• Sea Breakwater walls
• Shore Retaining Walls
• Reservoir and Dams
• Large Fluid Containers

Presentation Title
OFFSHORE STRUCTURES
68
Jun-zhang@tamu.edu

Presentation Title
CONCLUSIONS – I
•Determination of soil type and Seismic Design Category (SDC) at
construction location.
• Determination of natural period of vibration, Tn of simple systems.
• Construction and application of MCER &/or Design Response Spectra
(soil & SDC specific).
• Determination of owner-specific Importance Factor I and Occupancy
Category (OC).
• Determination of Response Modification Factor R for assigned seismic-
force-resisting-system from Design Standards.
• Application of Equivalent Lateral Force (ELF) Procedure to calculate
seismic base shear and bending moments.
69
During Presentation, we have reviewed the following:

Presentation Title
CONCLUSIONS – II
1)Determine soil type & SDC
2)
For fixed bent,
3) Find R and I
4) From Fig. C12.8.1 of ASCE 7-10
or slide # 50, find Seismic
Response Coefficient, CS.
5) Seismic Base Shear: V = CS.W
70
2nT
W
gk

3
3 c
k
EI
L


Presentation Title
CONCLUSIONS - III
71
This is just the beginning.
It’s a long way to seismic design expertise!
 Complexities involved in the analysis of MDF system are
tangentially demonstrated.
 Distinction between linearly-elastic and inelastic analyses
is explained.
 Comparison between different inelastic seismic analyses
procedures is made with pros and cons.
 Methodology behind simple seismically base-isolated
structures is explained.
 Existence of more complex themes like Seismic Soil-
Structure Interaction & Fluid-Structure Interaction is shown.

Presentation Title
THANK YOU
72
“Earthquake effects on structures systematically bring out
the mistakes made in design and construction, even the
minutest mistakes” – Newmark and Rosenblueth
Q?

Presentation Title
FEW NOTATIONS AND DEFINITIONS
73
[Sec. 11.2, 11.3, ASCE 7-10]
MCER = Risk-targeted Maximum Considered Earthquake Ground Motion.
Design response spectrum shall be determined by dividing ordinates of
MCER response spectrum by 1.5.
CR = risk coefficient; see Section 21.2.1.1
CRS = mapped value of the risk coefficient at short periods as defined by Figure 22-3
CR1 = mapped value of the risk coefficient at a period of 1 second as defined by Figure 22-4
SSD = mapped deterministic, 5 percent damped, spectral response acceleration parameter at short
periods as defined in Section 11.4.1
SSUH = mapped uniform-hazard, 5 percent damped, spectral response acceleration parameter at short
periods as defined in Section 11.4.1
S1D = mapped deterministic, 5 percent damped, spectral response acceleration parameter at a period of
1 second as defined in Section 11.4.1
S1UH = mapped uniform-hazard, 5 percent damped, spectral response acceleration parameter at a period
of 1 second as defined in Section 11.4.1
SS = 5 percent damped, spectral response acceleration parameter at short periods as defined in Sec. 11.4.3
S1 = spectral response acceleration parameter at a period of 1 second as defined in Section 11.4.3
SaM = the site-specific MCER spectral response acceleration at any period
SMS = the MCER, 5 percent damped, spectral response acceleration parameter at short periods adjusted
for target risk and site-class effects as defined in Section 11.4.3
SM1 = the MCER, 5 percent damped, spectral response acceleration parameter at a period of 1 second
adjusted for target risk and site-class effects as defined in Section 11.4.3

Seismic Design Basics - Superstructure

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