13 CHAPTER 2 LITERATURE REVIEW 2.1 GENERAL When structures (buildings/bridges) are subjected to strong earthquake ground motions, they exhibit inelastic behaviour, which cannot be assessed using an elastic analysis. A nonlinear analysis to evaluate the seismic performance of structures considering the post-elastic behaviour is needed, to predict the vulnerability of the structures, and their survivability under severe earthquake ground motions. Various simplified nonlinear analysis methods to estimate the maximum inelastic displacement demand of structures are proposed in literature. The nonlinear static analysis or pushover analysis and nonlinear dynamic time-history analysis have been carried out in this study. 2.2 NONLINEAR STATIC ANALYSIS The traditional approach employs the linear static analysis, in which an elastic analysis is used to determine the lateral seismic forces, which are then reduced to inelastic design force levels by the response modification factor. Though the approach had several shortcomings, it was accepted for its simplicity, and the lack of alternative practical approaches (Imbsen et al 1996). Displacement based methods are the most effective and attractive methods of analysis for predicting the demand imposed by earthquakes on the structures, as they emphasise on the graphical evaluation of seismic
28
Embed
CHAPTER 2 LITERATURE REVIEW - Shodhgangashodhganga.inflibnet.ac.in/bitstream/10603/15816/7/07_chapter 2.pdf · CHAPTER 2 LITERATURE REVIEW 2.1 GENERAL ... FEMA-273 NEHRP ... (FEMA
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
13
CHAPTER 2
LITERATURE REVIEW
2.1 GENERAL
When structures (buildings/bridges) are subjected to strong
earthquake ground motions, they exhibit inelastic behaviour, which cannot be
assessed using an elastic analysis. A nonlinear analysis to evaluate the seismic
performance of structures considering the post-elastic behaviour is needed, to
predict the vulnerability of the structures, and their survivability under severe
earthquake ground motions. Various simplified nonlinear analysis methods to
estimate the maximum inelastic displacement demand of structures are
proposed in literature. The nonlinear static analysis or pushover analysis and
nonlinear dynamic time-history analysis have been carried out in this study.
2.2 NONLINEAR STATIC ANALYSIS
The traditional approach employs the linear static analysis, in
which an elastic analysis is used to determine the lateral seismic forces, which
are then reduced to inelastic design force levels by the response modification
factor. Though the approach had several shortcomings, it was accepted
for its simplicity, and the lack of alternative practical approaches
(Imbsen et al 1996).
Displacement based methods are the most effective and attractive
methods of analysis for predicting the demand imposed by earthquakes on the
structures, as they emphasise on the graphical evaluation of seismic
14
performance. The advent of a performance based design has brought the
nonlinear static analysis to the forefront. Nonlinear static methods have
appeared in national resource documents, such as the report on “Seismic
evaluation and retrofit of concrete buildings” (ATC-40, 1996) and the
Another source of mutual dependence between the capacity anddemand is effective damping ( eff). As the structure yields in response to aseismic demand, it dissipates energy with hysteretic damping. Structures thathave large stable hysteresis loops during cyclic yielding dissipate more thanthose with pinched loops which are caused by the degradation of the strengthand stiffness. Since the energy that is dissipated need not be stored in thestructure, the damping has the effect of diminishing the displacement demand.The CSM characterises the seismic demand initially, using a 5% dampedelastic response spectrum (Figure 2.1). This spectrum is plotted in ADRSformat showing the spectral acceleration as a function of the spectraldisplacement. This format allows the demand spectrum to be "overlaid" onthe capacity spectrum for the structure. The intersection of the demand andcapacity spectrum, if located in the linear range of the capacity, would definethe actual displacement of the structure; however this is not normally the caseas most of the structures exhibit some inelastic behaviour.
2.2.1.1 Performance point or performance displacement
A bilinear representation of the capacity spectrum is needed toestimate the effective damping and appropriate reduction of the spectraldemand. The spectral acceleration points (api,dpi) on the capacity spectrumshown in Figure (2.2) are assumed to be the trial performance point todevelop the reduced demand response spectrum. Using the spectralacceleration and displacement from this point, the reduction factors that havethe effect of pulling the demand spectrum down from the 5% elasticspectrum, to account for the hysteretic energy dissipation associated with thespecific point, are calculated. If the reduced demand spectrum intersects thecapacity spectrum at or near the initial assumed point, then it is the solutionfor the unique performance point where the capacity equals the demand.Thus, in the capacity spectrum, the point at which both the curves interactwith the same effective damping, is the performance point which defines thedemand imposed on the structure.
17
The position of the performance point must satisfy two
relationships: a) the point must lie on the capacity spectrum curve, and b) the
point must lie on a spectral demand curve, reduced from the elastic, 5%
damped design spectrum, which represents the nonlinear demand at the same
structural displacement. Spectral reduction factors are given in terms of
effective damping ( eff) which is calculated based on the shape of the capacity
curve, the estimated displacement demand, and the resulting hysteresis loop.
2.2.1.2 Effective damping ( eff)
When a structure is subjected to an earthquake ground motion, it
would be driven into the inelastic range. The damping that occurs during this
period can be viewed as a combination of viscous damping that is inherent in
the structure and hysteretic damping. Hysteretic damping is related to the area
inside the loops that are formed when the earthquake force (base shear) is
plotted against the structure displacement. Hysteretic damping can be
represented as equivalent viscous damping using equations that are available
in the literature (Chopra 1995; ATC-40 1996).
The equivalent viscous damping, eq , associated with a maximum
displacement of dpi as shown in Figure 2.2, was estimated from the following
Equation 2.1.
05.0oeq (2.1)
where,
o - hysteretic damping represented as equivalent viscous
damping.
18
The viscous damping inherent in the structure is 5% (assumed to be
constant). According to Chopra (1995), the term o can be calculated using
Equation 2.2.
Capacity spectrum
Bilinear representationof capacity spectrum
Kinitial
Keffective
ay
api
ESO
dpi
ED
Spectral displacement, Sddy
Figure 2.2 Damping for spectral reduction
SO
Do E
E41
(2.2)
where,
ED = energy dissipated by the structure in a single cycle of
motion = the area enclosed by a single hysteresis loop.
19
Eso = maximum strain energy associated with that cycle of
motion = the area of the hatched triangle.
The physical significance of the terms ED and Eso in Equation 2.2 is
illustrated in Figure 2.2.
Referring to Figure 2.2
piypiyD adda4E (2.3)
/2daE pipiSO (2.4)
Thus,pipi
piypiyo da
adda63.7 (2.5)
Equivalent viscous damping, 5da
adda63.75
pipi
piypiy0eq (2.6)
The idealized hysteresis loop shown in Figure 2.2 is a reasonable
approximation for a ductile-detailed structure subjected to relatively short
duration ground shaking, i.e., cycles not enough to significantly degrade
elements, and with equivalent viscous damping less than approximately 30%.
For conditions other than these, the idealized hysteresis loops are imperfect
(reduced in area or pinched). To enable the simulation of imperfect hysteresis
loops, the concept of effective viscous damping using a damping modification
factor, , is used. The factor, is a measure of the extent to which the actual
building hysteresis is well represented by the parallelogram (Figure 2.2) either
initially, or after degradation. The factor depends on the structural behaviour
of the structure, which in turn depends on the quality of the seismic resisting
system and the duration of ground shaking. The ATC-40 document simulates
three categories of structural behaviour, Types A, B and C. The structural
20
behaviour Type A represents stable, reasonably full hysteresis loops, and is
assigned a value of 1.0, Type B is assigned a value of32 and represents
a moderate reduction of area. Type C represents poor hysteretic behaviour
with a substantial reduction of the loop area and is assigned a value of31 .
Effective viscous damping , eff is given in Equation 2.7.
5da
adda63.75
pipi
piypiy0eff (2.7)
When the structure is expected to undergo only a moderate damage
before collapse, a 5% damped response spectrum is recommended. But a
response spectrum for a damping level between 10% and 20% is expected for
structures which are able to accommodate significant inelastic response to
account for hysteretic damping (Mahaney et al 1993). The capacity spectrum
analysis method assumes, that the elastic response spectra can be used
together with the inelastic capacity curve of a structure to determine the
seismic response (Yu et al 1999; Nathalie et al 2010).
2.2.2 Displacement Coefficient Method (DCM)
Newmark and Hall (1982) and Miranda (2000) proposed
procedures, in which the displacement modification factors are applied to the
maximum deformation of an equivalent elastic single-degree-of-freedom
(SDOF) system, to estimate the maximum inelastic displacement demand of
the multi-degree-of-freedom (MDOF) system. In the FEMA-273 document,
the DCM is used to characterize the displacement demand. This method
primarily estimates the elastic displacement of an equivalent SDOF system
assuming initial linear properties and damping for the ground motion
21
excitation under consideration. In this method, the demand is represented by
reducing the elastic demand spectra by the correction factors 0 1 2 3C ,C ,C ,C
to the inelastic demand spectra (constant-ductility demand spectrum) which
are more accurate than the elastic spectra, with equivalent viscous damping
(Fajfar 1999). The steps followed in the displacement coefficient method are
as follows:
A bilinear representation of the capacity curve is constructed as
shown in Figure 2.3.
The post-elastic stiffness, Ks as shown in Figure 2.3 is found.
The effective elastic stiffness, Ke by drawing a secant line
passing through a point on the capacity curve corresponding to
the base shear 0.6Vb is found.
The effective fundamental period (Teq) is found from
Equation 2.8.
eKiK
iTeqT (2.8)
Where, Ti - elastic fundamental period and Ki – initial stiffness.
22
Ki
Ke
Ks
ty
Time period, sTeq
Sa
(b) Elastic Response Spectrum
Capacity curve
Bilinear representationof capacity curveInitial structural period
Lateral displacement,
Response spectrum
(a) Capacity curve
Figure 2.3 Schematic representation of the displacement coefficient
method
An effective fundamental period (Teq) is generated from the elastic
fundamental period (Ti) by a graphical procedure. This equivalent period
represents the linear stiffness of the equivalent SDOF system. The peak
elastic spectral displacement corresponding to this period, is calculated
23
directly from the response spectrum representing the seismic ground motion
under consideration (Figure 2.3), as given in Equation 2.9.
a2
2eq
d S4T
S (2.9)
The expected maximum target displacement ( t) under the selected
seismic ground motion is given in Equation 2.10.
d3210t SCCCC (2.10)
Substituting Sd from Equation 2.9, Equation 2.10 can be rewritten
as Equation 2.11.
a2
2eq
3210t S4T
CCCC (2.11)
where,
C0 - modification factor to relate the spectral displacement
and building roof displacement.
C1 - modification factor to relate the expected maximum
inelastic displacements to the displacements calculated
for the linear elastic response.
C1 0.1 for 0eq TT (2.12)
RTT1R1.0
eq
0
for 0eq TT (2.13)
C1 need not exceed 2.0 for 0.1Teq second
24
T0 - a characteristic period of the response spectrum, defined
as the period associated with the transition from the
constant acceleration segment of the spectrum to the
constant velocity segment of the spectrum.
R - ratio of the inelastic strength demand to calculate the
yield strength coefficient as given in Equation 2.14.
0y
a
C1
WVgS
R (2.14)
where,
Sa - the response spectrum acceleration determined at the
effective fundamental period of the structure.
Vy - Yield strength calculated using the capacity curve, where
the capacity curve is characterised by a bilinear relation.
W - Total dead load and anticipated live load
C2 - modification factor to represent the effect of the hysteresis
shape on the maximum displacement response.
C3 - modification factor to represent the increased
displacements due to second order effects.
dS - Spectral displacement.
Chopra and Goel (1999) developed the capacity-demand-diagram
method, using the constant-ductility demand spectrum, instead of the elastic
design spectrum in the ATC-40. According to Chopra and Goel, the ATC-40
(1996) procedure significantly underestimates the deformation of inelastic
systems for a wide range of Tn and ductility (µ) values, compared to the value
25
determined from the inelastic design spectrum, using three different Ry- µ- Tn
In the FEM, the actual geometry domain of the bridge is discretized with a
large number of small elements.
Several analytical tools are available for assessing the seismic
vulnerability of the existing bridges, each of which incorporates different
assumptions and varies in the complexity of application. The following are
the literature reviews on the application of various analytic methods for
assessing the seismic behaviour of bridge structures.
Paret et al (1996) used approximate inelastic procedures for
estimating the critical mode of two 17-storey steel frame buildings, damaged
by the 1994 Northridge Earthquake. For the two frames, the pushover analysis
based only on the first mode load pattern was inadequate to identify the actual
29
damage. It was concluded that the multi-modal-pushover analysis (MMP) can
be useful for structures with a significant higher-order modal response to
identify the failure mechanisms. The multi-modal pushover analysis was used
for estimating the Modal Criticality Index (MCI). The MCI is a value which is
used to identify the critical vibration mode which causes the failure of the
structure. Mathematically, it is the ratio of the spectral acceleration (Sa) value
for the demand and the spectral acceleration (Sa) value for the capacity. The
capacity-demand spectra of the strong column building (Paret et al 1996) for
calculating the MCI, are shown in Figure 2.5.
Figure 2.5 Capacity-demand spectra of the strong column building
(Paret et al 1996)
The capacity curves of the building structure were generated
individually for mode#1, mode#2 and mode#3. The demand curve used was a
5% damped response spectrum, developed from the earthquake ground
motions recorded near the site. The structure’s capacity for each mode was
compared with the earthquake demand, using the capacity spectrum method.
Sasaki et al (1998) evaluated two steel frame buildings (17-storey
and 12-storey) using the multi-modal-pushover (MMP) procedure and
30
capacity spectrum method (CSM). The load patterns used were based on the
elastic mode shapes of buildings. It was found that, the MMP results match
the actual damage closer than the pushover procedures, as pushover
procedures does not account for the higher-order modal response.
Yu et al (1999) evaluated the seismic performance and survivability
of two bridges, namely the Moses Lake bridge and Mercer Slough bridge in
Washington, using the elastic analysis, inelastic pushover analysis, capacity
spectrum method and nonlinear time-history analysis. The results of the
analyses were used to evaluate the advantages, limitations, and ease of
application of each approach, for the seismic analysis. The force and
displacement demands of the Moses Lake bridge and Mercer Slough bridge
for three different seismic ground motions from historical earthquake records,
were determined. The earthquake records used were the 1940 El Centro
Earthquake record, the 1949 Olympia Earthquake record and the 1995 Kobe
Earthquake record. Under imposed ground motions the survivability of the
bridge structures was checked. Regarding the survivability of the structure the
pushover analysis and the nonlinear dynamic time-history analysis provided
the same conclusion.
Floren and Jamshid (2001) reviewed the developments in
performance-based design for buildings, and investigated the effects of this
design approach, speci cally as it is applied to bridges. The paper unified the
performance levels and developed a performance matrix for bridges, based on
the performance matrix established for buildings in “Vision 2000”. Various
types of designs, such as those based on strength, deformation, nonlinear
behaviour, and energy, which can be used to meet the speci ed performance
levels in the seismic design of highway bridges, was discussed. The seismic
performance levels proposed by the authors for bridges are shown in
Table 2.1.
31
Table 2.1 Seismic performance levels
Sl.No.
Performance levels Description
1. Immediate Occupancy(IO)
Minimal damage occurs. Minor inelasticresponse may occur. Damage is restrictedto narrow flexural cracking in concrete andpermanent deformations are not apparent.
2. Life Safety
(LS)
Some structural damage occurs. Concretecracking, reinforcement yield, and minorspalling of the cover concrete is evidentdue to the inelastic response. Limiteddamage such that the structure can beessentially restored to its pre-earthquakecondition.
3. Collapse prevention(CP)
Significant damage occurs. Concretecracking, reinforcement yield, and majorspalling may require closure for repair.Permanent offsets may occur. Partial orcomplete replacement may be required.
Abeysingye et al (2002) determined the inelastic response of the
Greveniotikos bridge during a design-level earthquake using the nonlinear
pushover analysis. A three dimensional finite element model of the bridge
was used. Parametric studies on the foundation stiffness, P effect and
plastic hinge properties were carried out to evaluate the effects of different
assumptions made in structural modeling and analysis. Different foundation
stiffness did not result in a significant variation in the expected inelastic
displacement. The P effect during the structural deterioration was
substantially negligible in the bridge. While various properties of plastic
hinges and pier cross section were used, the difference in the global response
32
was observed, but this difference was lesser than the result obtained by
varying the foundation stiffness.
Cosmin et al (2003) investigated the collapse behaviour of a three
span prestressed reinforced concrete bridge of 115 meters length built in the
northeastern part of Portugal, over the Alva River, using the pushover
analysis. The behaviour of the bridge structure at all stages of loading, from
the initial application of loads up to and beyond the collapse condition, was
studied. An insight into the pushover methodology described in the ATC-40
document (1996), FEMA-273 (1997) and EC8 (2000), was also presented.
Symans et al (2003) evaluated the effectiveness of various
commercially available computer programs namely, SAP2000, and
GT-STRUDL, for performing practical displacement-based seismic analysis
of highway bridges. A secondary objective was to identify the fundamental
differences between force-based and displacement-based methods of analysis,
particularly as they apply to highway bridges. The experience gained by
utilizing the computer software revealed that some programs are well suited
to displacement-based analysis, both from the point of view of being efficient
and providing insight into the behavior of plastic hinges.
Itani and Liao (2003) employed the nonlinear modal pushover
procedure in the analysis of a three-dimensional (3D) nonlinear finite-element
model of the Dry Wash bridge, and the results were used as the baseline in the
parametric studies. The superstructure of the bridge consisted of a bridge deck
and a support system of bents. Due to the large in-plane rigidity, the
superstructure was assumed as a rigid body for lateral loadings. Short spanned
bridges are very stiff in superstructure and can be modeled with spine beam
elements that represent effective stiffness characterisation. The
three-dimensional nonlinear finite-element model of the Dry Wash bridge
with spine element is shown in Figure 2.6.
33
Figure 2.6 3D model of Dry Wash Bridge (Itani and Liao 2003)
The effective moment of inertia was based on the cracked section,
and the effective flexure stiffness (Priestley et al 1996) used, is shown in
Equation 2.6.
geff 0.5II (2.6)
where, Ieff = Effective moment of inertia
Ig = Gross moment of inertia
The global responses investigated include structural displacement
and ductility. Retrofitting methods included steel jacketing of the columns,
foundation, and abutment retrofit. The corresponding parameters representing
the structural elements included linear foundation springs, nonlinear abutment
springs, and various column-jacketing plans. The results were analysed by
conducting parametric study to evaluate the effects of different retrofit
schemes on the bridge global behaviour.
34
Kappos et al (2005) analyzed the Krystallopigi bridge - a twelve
span structure of 638m total length that crosses a valley in northern Greece
using the inelastic standard pushover analysis, the modal pushover analysis
(MPA) as well as the nonlinear time-history analysis. In the MPA, pushover
analysis was carried out separately for each significant mode, and the
contributions from the individual modes to calculate the response quantities
(displacements, drifts etc.) were combined, using an appropriate combination
rule (SRSS or CQC). The MPA provides a significantly improved estimate
with respect to the maximum displacement pattern, reasonably matching the
results of the more refined nonlinear time-history analysis, even for increasing
levels of earthquake loading that trigger an increased contribution of the
higher modes.
McDaniel (2006) assessed the seismic vulnerability of typical
pre-1975 Washington State Department of Transportation (WSDOT)
prestressed concrete multi-column bent bridges. Three pre-1975 WSDOT
bridges were modeled as spine models with nonlinear column elements and
expansion joints. Soil-structure-interaction was considered in the study. The
spine model developed by the author is shown in Figure 2.7.
Figure 2.7 Spine model (McDaniel 2006)
35
The effects of non-traditional retrofit schemes were evaluated in
finding the global response of the bridges. The vulnerability of
non-monolithic bridge decks and shear-dominated bridge columns in the
pre-1975 WSDOT prestressed concrete multi-column bent bridges as well as
the importance of including soil-structure-interaction, were highlighted in the
research.
Lupoi et al (2007) studied the applicability of the MPA proposed by
Chopra et al (2001) for the assessment of a highway viaduct built in the
sixties, with a total length equal to 420m, having 11 spans each of 33m and a
continuous reinforced concrete deck pinned over the piers. Differences
between the nodal displacements estimated by the MPA, and those by the
nonlinear time-history analysis were found to be in the order of 15%,
independently of the intensity level of the ground motion.
Cardone et al (2007) used the adaptive pushover analysis, referred
to as the “adaptive capacity spectrum”, for two numbers of simply supported
span viaducts in an Italian motorway network. A series of fragility curves,
which describe the seismic vulnerability of the bridge under a probabilistic
perspective was reported as the result.
Muljati and Warnitchai (2007) evaluated the inelastic seismic
response of multi-span concrete bridges, using the modal pushover analysis
(MPA). The performance of the study bridge using the MPA in a nonlinear
range, showed a similar tendency with the MPA in a linear range. The MPA
results provided an acceptable accuracy besides simplicity.
Shatarat et al (2008) evaluated the difference in the global response
of the bridge with two nonlinear static analysis methods (capacity spectrum
and displacement coefficient method)). The effectiveness of various nonlinear
software packages (GT-STRUDL version25, SAP2000 nonlinear version 7.0,
36
ADINA 800-node version) was evaluated. Among the software’s, SAP2000
provided better results with the advantage of less complexity in modeling and
analysis. The capacity spectrum method was considered advantageous over
the displacement coefficient method, as it gives the graphical representation
of the behaviour of the structure.
Fu and AlAyed (2008) aimed at studying the applicability of a
nonlinear static procedure, by implementing the displacement coefficient
method (DCM) in bridges. The accuracy and reliability of the method was
checked using the nonlinear time-history analysis. A three span continuous
bridge was analyzed for two levels of seismic intensities (design level and
maximum considered earthquake). The nonlinear static analysis gave
conservative results when compared to the nonlinear time history analysis at
the design Level, while it provided more conservative results at the maximum
considered earthquake level.
ElGawady et al (2009) investigated the seismic performance of a
reinforced concrete bridge with prestressed hollow core piles, using the
nonlinear static and dynamic analyses. A three dimensional spine model of
the bridge was developed using SAP2000, including modeling of the bridge
bearings, expansion joints, and soil-structural interaction. Due to the higher
mode effects, the results obtained from the nonlinear static analysis were
found to be incomparable with those from the nonlinear dynamic analysis.
Shatarat and Assaf (2009) determined the seismic vulnerability of a
multi-span-simply-supported prestressed bridge, in order to develop the
required retrofit measure. The seismic vulnerability of the bridge was
evaluated using two seismic evaluation methods, presented in the federal
highway administration (FHWA) seismic retrofitting manual for highway
bridges, namely, Method C and Method D2.
37
Figure 2.8 Spine model (Shatarat and Assaf 2009)
The idealized mathematical model of the bridge was created using SAP2000.
The superstructure is represented by a single line of multiple
three-dimensional frame elements (i.e., a spine-type configuration), which
passes through the centroid of the superstructure (Figure 2.8). Each of the
columns and the tie beams are represented by three-dimensional frame
elements, which pass through the geometric center of the section. The results
of the seismic analyses demonstrated that Method C and Method D2 vary
markedly in terms of the information they provide to the bridge designer,
regarding the vulnerability of the bridge columns.
Rahai et al (2010) evaluated the seismic performance of two
models of prestressed concrete bridges employing the capacity spectrum
method (CSM) and displacement coefficient method (DCM). The
displacement controlled pushover analysis was used to find the capacity of the
structure. The DCM (which is recommended for buildings) results were found
to be acceptable, and at the same time more conservative than the CSM
results.
38
Paraskeva and Kappos (2009) suggested an improvement to the
MPA procedure, that the deformed shape of the structure responding
inelastically to the considered earthquake level is used in lieu of the elastic
mode shape. The procedure is then verified by applying it to the bridge of
100m long three-span Overpass Bridge. The bridges were assessed using the
response spectrum, the standard pushover analysis (SPA), the MPA and the
nonlinear response history analysis for spectrum-compatible motions, and
they concluded that the MPA provides a good estimate of the maximum
inelastic deck displacement for several earthquake intensities, while the SPA
could not well predict the inelastic deck displacements of bridges, wherever
the contribution of the first mode to the response of the bridge was relatively
low.
Moni and Alam (2010) considered several retrofitting provisions on
three column reinforced concrete bridge bent in Canada which was designed
before 1965 with inadequate seismic detailing. As the bridge bent designed
only for gravity load failed to meet the seismic standards, several retrofitting
techniques such as steel jacketing, CFRP jacketing and steel bracing were
considered to improve the seismic performance. The nonlinear pushover
analysis was conducted for the original and retrofitted frames. An artificial
ground motion record was used to evaluate the dynamic response of these
structures. The seismic demand/capacity ratio, drift ratio, ductility has been
estimated. The best retrofitting technique has been proposed for such
multi-column bridge bents designed only for gravity load.
Ryan and Richins (2011) conducted a study on a three-span,
pre-stressed concrete girder bridge that crosses the Legacy Highway in
Farmington, Utah. The existing legacy bridge, which was designed as a
standard bridge for a 2500-year return period earthquake, was evaluated as an
essential bridge for a 1000-year return period earthquake. Subsequently, the
39
bridge was redesigned and evaluated as a seismically isolated bridge. The
non-linear finite element analysis program SAP2000 was used, to evaluate
both the demand and capacity of the bridge structure. A linear spine model of
the bridge was developed for the demand analysis to determine the demands
on the existing structure, while a nonlinear model of the individual bents was
developed for the pushover analysis and capacity determination. Inspection
and maintenance practices for seismically isolated bridges were discussed.
2.5 INFERENCE FROM THE LITERATURE
The accuracy of the analytical results depends highly on the
element chosen for modeling.
A simple spine model is sufficient to represent the super
structure behaviour of straight medium length bridges.
The displacement-controlled nonlinear static analysis (the
pushover analysis) can predict the structural behaviour closer to
the experimental results.
The capacity spectrum method is a tool to predict the seismic
response of any structure.
The nonlinear analysis can be performed using standard
software packages.
The contribution of higher modes has to be considered in the
analysis to evaluate the exact behaviour of the structure for
seismic loading. The modal pushover analysis, wherein the
number of modes which contribute to 90% mass participation,
has to be performed on the structure to evaluate the criticality of
the structure.
40
The nonlinear time-history analysis and the pushover analysis
could provide the same conclusions regarding the survivability
of the bridge structure. But processing and evaluating the output
from a nonlinear time history analysis require considerable