Earthquake Engineering for Concrete Dams. Anil K. Chopra

6Figure 6.1.1 (a) Pine Flat Dam, near Fresno, California; and (b) tallest, no...Figure 6.1.2 Finite element idealization of tallest, non‐overflow monolith o...Figure 6.1.3 S69E and vertical components of ground motion recorded at Taft ...Figure 6.2.1 Displacement response of Pine Flat Dam supported on rigid found...Figure 6.2.2 Envelope values of maximum principal stresses (in psi) in Pine ...Figure 6.2.3 Influence of water compressibility on displacement response of ...Figure 6.2.4 Influence of water compressibility on envelope values of maximu...Figure 6.2.5 Influence of water compressibility on displacement response of ...Figure 6.2.6 Influence of water compressibility on envelope values of maximu...Figure 6.2.7 Influence of water compressibility on displacement response of ...Figure 6.2.8 Influence of water compressibility on envelope values of maximu...Figure 6.3.1 Displacement response of Pine Flat Dam including dam–foundation...Figure 6.3.2 Envelope values of maximum principal stresses (in psi) in Pine ...Figure 6.3.3 Influence of foundation modeling on displacement response of Pi...Figure 6.3.4 Influence of foundation modeling on envelope values of maximum ...

      7 Chapter 7Figure 7.1.1 Tsuruda Dam, Japan.Figure 7.1.2 Cross section of tallest non‐overflow and overflow monoliths of...Figure 7.1.3 Accelerations recorded during main earthquake event, March 26, ...Figure 7.1.4 (a) Schematic of EAGD model for dam–water–foundation system; an...Figure 7.1.5 Transfer functions.Figure 7.1.6 Comparison of computed and recorded motion in the horizontal (s...Figure 7.1.7 Comparison of computed and recorded motion in the horizontal (s...Figure 7.2.1 Koyna Dam.Figure 7.2.2 Koyna Dam: cross sections.Figure 7.2.3 Koyna Dam after the addition of buttresses.Figure 7.2.4 Finite‐element model of non‐overflow monolith.Figure 7.2.5 Transverse and vertical components of ground motion recorded at...Figure 7.2.6 Displacement response of Koyna Dam to transverse and vertical c...Figure 7.2.7 Maximum principal stresses in Koyna Dam at selected time instan...Figure 7.2.8 Comparison of Koyna Dam section with “standard” cross section....Figure 7.2.9 Envelope values of maximum principal stresses in (a) Koyna Dam;...Figure 7.2.10 Modified cross sections.Figure 7.2.11 Envelope values of maximum principal stresses in modified cros...Figure 7.2.12 Olivenhain Dam, a 318‐ft‐high RCC dam near San Diego, Californ...

      8 Chapter 8Figure 8.1.1 Arch dam–water–foundation system.Figure 8.1.2 Idealized arch dam–water–foundation system in an infinitely‐lon...Figure 8.1.3 (a and c) Finite‐element models of dam and fluid domain; (b) bo...Figure 8.2.1 Substructure representation of the dam–water–foundation system....Figure 8.5.1 Reservoir boundary accelerations causing hydrodynamic pressures...Figure 8.5.2 Definition of various terms associated with the fluid domain.Figure 8.8.1 Reservoir boundary accelerations causing hydrodynamic pressures...Figure 8.8.2 Definition of various terms associated with the fluid domain.

      9 Chapter 9Figure 9.1.1 Variation of the fundamental period ratio,

, with water depth ...Figure 9.1.2 Variation of the fundamental period ratio,

, with the moduli r...Figure 9.1.3 Variation of the effective damping ratio with the moduli ratio Figure 9.2.1 Hoover Dam: a 221‐m‐high curved gravity dam.Figure 9.2.2 Cross section of Hoover Dam.Figure 9.2.3 Deadwood Dam: a 50‐m‐high single‐curvature dam.Figure 9.2.4 Monticello Dam: a 93‐m‐high double‐curvature arch dam.Figure 9.2.5 Morrow Point Dam: a 142‐m‐high double‐curvature dam.Figure 9.2.6 Peak values of tensile arch stresses in Deadwood Dam for two ca...Figure 9.2.7 Peak values of tensile arch stresses in Monticello Dam for two ...Figure 9.2.8 Peak values of tensile arch stresses in Morrow Point Dam for tw...Figure 9.2.9 Peak values of tensile arch stresses in Hoover Dam for two case...Figure 9.2.10 Peak values of tensile arch stresses in Monticello Dam compute...Figure 9.2.11 Peak values of tensile arch stresses in Morrow Point Dam compu...Figure 9.3.1 Quasi‐static and total displacement histories at crest center o...Figure 9.3.2 Peak values of tensile cantilever stress (MPa) on the downstrea...Figure 9.3.3 Quasi‐static and total displacement histories at crest center o...Figure 9.3.4 Peak values of tensile arch stress (MPa) on the downstream face...

      10 Chapter 10Figure 10.1.1 Mauvoisin Dam, Switzerland: (a) view from downstream; (b) cros...Figure 10.1.2 Recorded motions in stream direction; accelerations are in cm/...Figure 10.1.3 EACD‐3D‐2008 model for Mauvoisin Dam. (a) Finite‐element model...Figure 10.1.4 Comparison of Fourier transforms of recorded response at dam c...Figure 10.1.5 Comparison of recorded and computed displacements at crest cen...Figure 10.2.1 Pacoima Dam: (a) dam and (b) left abutment.Figure 10.2.2 Accelerograph locations at Pacoima Dam.Figure 10.2.3 Recorded accelerations (cm/sec²) in stream or radial direction...Figure 10.2.4 Accelerations (cm/sec²) generated by Alves (2004) in cross‐str...Figure 10.2.5 EACD‐3D‐2008 model for Pacoima Dam. (a) Finite‐element model: ...Figure 10.2.6 Comparisons of recorded and computed displacements at Channels...Figure 10.2.7 Joints opened and cracks occurred in the thrust block of Pacoi...Figure 10.3.1 Measured damping at 32 concrete dams during forced vibration m...Figure 10.3.2 Additional damping in the fundamental mode of vibration due to...

      11 Chapter 11Figure 11.2.1 Seismic failure mechanisms of concrete gravity dams.Figure 11.2.2 Failure mechanism of concrete arch dams.Figure 11.3.1 Two approaches to modeling crack propagation: (a) discrete cra...Figure 11.3.2 (a) Softening response of concrete under uniaxial cyclic loadi...Figure 11.3.3 (a) Exponential pressure‐overclosure relation for normal conta...Figure 11.6.1 Three‐dimensional semi‐unbounded dam–water–foundation system s...Figure 11.6.2 Dam–water–foundation system with truncated foundation and flui...Figure 11.6.3 Schematic overview of methods to obtain free‐field earthquake ...Figure 11.6.4 FE model of canyon showing location of two vertical node array...Figure 11.6.5 Stream component of free‐field earthquake motion computed by t...Figure 11.7.1 Schematic overview of FE model of (a) dam and foundation domai...Figure 11.7.2 (a) Free‐field foundation domain (without dam or impounded wat...Figure 11.8.1 Computing

at side boundaries of foundation domain: (a) free‐...Figure 11.8.2 Computing

at upstream boundary of fluid domain: analysis of ...Figure 11.9.1 OpenSees FE model of Morrow Point Dam: (a) dam; (b) fluid doma...Figure 11.9.2 EACD3D‐08 model for Morrow Point Dam: (a) FE model for dam; (b...Figure 11.9.3 FE model of foundation domain to compute free‐field motion at ...Figure 11.9.4 Frequency response functions for the amplitude of radial accel...Figure 11.9.5 Frequency response functions for the amplitude of radial accel...Figure 11.9.6 Radial displacements and accelerations at the crest of Morrow ...Figure 11.9.7 Envelope values of maximum tensile stresses, in MPa, on the up...Figure 11.10.1 (a) Free‐field foundation system without canyon; and (b) anal...Figure 11.10.2 Errors due to use of 1D free‐field analysis to determine effe...Figure 11.10.3 Discrepancies introduced by excluding effective earthquake fo...Figure 11.10.4 Flat foundation box.Figure 11.10.5 Comparison of pseudo‐acceleration response spectra (5% dampin...Figure 11.10.6 Discrepancies introduced by approximating

as one‐half the s...Figure 11.10.7 Discrepancies introduced by excluding effective earthquake fo...Figure 11.10.8 Influence of sediments on the frequency response functions fo...Figure 11.10.9 Influence of sediments on the earthquake response of a gravit...Figure 11.10.10 Influence of sediments on the frequency response functions f...Figure 11.10.11 Influence of sediments on the earthquake response of Morrow ...Figure 11.11.1 (a) Morrow Point Dam showing location of contraction joints; ...Figure 11.11.2 Displacement histories at center of dam crest in the stream, ...Figure 11.11.3 Envelope values of upstream and downstream displacements alon...Figure 11.11.4 Opening of contraction joints at two locations: joint near th...Figure 11.11.5 Envelope values of maximum contraction joint opening along th...Figure 11.11.6 Distribution of tensile damage on (a) upstream face, (b) down...

      12 Chapter 12Figure 12.1.1 Uniform hazard spectra for several values of probability of ex...Figure 12.1.2 Hoover Dam, a 221‐m‐high curved gravity dam on the Colorado Ri...Figure 12.1.3 Aswan Low Dam, a 36‐m‐high masonry gravity dam with buttresses...Figure 12.1.4 Uniform hazard spectra for the Pine Flat Dam site, California,...Figure 12.3.1 Design chart for tensile strength (Raphael 1984).Figure 12.3.2 Apparent tensile strength (Raphael 1984).Figure 12.5.1 Potential failure modes given an initiating event (FEMA 2014)....

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