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
Lake
Ele
vatio
n (m
eter
)
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
The 1985 Michoacan (Mexico) Earthquake, Mw= 8.3
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
The 1985 Michoacan (Mexico) Earthquake, Mw= 8.3
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) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Incr
easi
ng M
oist
ure
Con
tent
s, 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
SEISMIC DESIGN CATEGORY (SDC)
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
SEISMIC DESIGN CATEGORY (SDC)
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 stn
n n
mTf 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]
taxnT C h
0.0019
wa nT h
C
122
s COLUMN
r
W WT
gK
rFK
2
2 0.854 aT 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
Response Spectrum – 2
2nWTgk
Presentation Title
SEISMIC GROUND MOTIONS OF ChiChi-TCU65 1999 record
34
Time (sec)
Acce
lera
tion
(g)
Velo
city
(in/
sec2
) D
ispl
acem
ent (
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
← In
tegr
atio
n ←
Inte
grat
ion
This is N123E component
SDC - E: Hazardous damage to robust
structures
Response Spectrum – 2
Presentation Title
EQUATION OF MOTION
35
22 ( )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
2n
nT
Tn = natural period of vibration, sec Δt = 0.005 sec (typ)
Response Spectrum – 2
uu
Presentation Title
SPECTRAL RESPONSE of SDF SYSTEM to ChiChi-TCU65 record
36
Period (sec)
Pseu
do-a
ccel
erat
ion
(in/s
ec2 )
Sp
ectra
l Dis
plac
emen
t (in
)
22
n
A DT
Tn=1.1 sec
Tn=4.0 sec
Tn=2.1 sec
1.1
2.1
4.0
Time (sec)
Dis
plac
emen
t (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”
Response Spectrum – 2
Presentation Title
PSa Response Spectra, 20 ground motions to 84%
37
Period (sec)
Pseu
do-a
ccel
erat
ion
(in/s
ec2 )
1.3g
1.3g
84th percentile curve
MCE curve
22
n
A DT
sof mA
Pseudo-acceleration,
Equiv. Static Force,
SDC – E
g = 386 in/sec2
Hazardous damage to robust
structures
Response Spectrum – 2
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.
Response Spectrum – 3
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)
00
0.4 0.6 ( .11.4 9) DSaTS for T T EqST
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] Response Spectrum – 3
Presentation Title
RESPONSE SPECTRUM – IV
40 Response Spectrum – 4
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)
DSS
SCRI
1 DS L
SC for T TRTI
1
2 D L
S LS TC for T T
RTI
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
: Tab
le 1
2.2-
1, A
SCE
7-10
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.
[Sec 12.9, ASCE 7-10; Sec 5.4.3, AASHTO LRFD Seismic Bridge Design, 2009]
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
[Sec 16.2, ASCE 7-10; Sec 5.4.4, AASHTO LRFD Seismic Bridge Design, 2009]
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
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 Wgk
3
3 ck EIL
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