Anil K. Chopra - Earthquake Engineering for Concrete Dams

3 Chapter 3 Figure 3.1.1 Dam–water–foundation system. Figure 3.1.2 Effect of rigid base assumption on response of dams including d... Figure 3.2.1 Displaced configuration of dam with rigid base supported on fle... Figure 3.2.2 Horizontal, rocking, and coupling dynamic stiffness functions K...Figure 3.3.1 Influence of dam–foundation interaction on dam response to hori...Figure 3.3.2 Effect of coupling term in foundation stiffness matrix on respo...Figure 3.3.3 Influence of foundation model on dam response to horizontal gro...Figure 3.4.1 Comparison of exact and equivalent SDF system responses of dams...Figure 3.4.2 Comparison of exact and approximate (equivalent SDF system) val...Figure 3.4.3 Added damping ratio ζ fdue to dam–foundation interaction f...Figure 3.4.4 Damping ratio of the equivalent SDF system representing dam–f...Figure 3.5.1 Comparison of exact and equivalent SDF system responses of dam–...

4 Chapter 4Figure 4.1.1 Real (Re) and imaginary (Im) valued components of equivalent la...Figure 4.2.1 Standard values for hydrodynamic pressure function .Figure 4.4.1 (a) Comparison of standard vibration period and mode shape with...Figure 4.4.2 Standard values for period‐lengthening ratio R r, and added damp...Figure 4.4.3 Standard values for period‐lengthening ratio R fand added dampi...Figure 4.4.4 Standard values for the hydrodynamic pressure function for fu...Figure 4.7.1 Tallest, non‐overflow monolith of Pine Flat Dam.Figure 4.7.2 Median response spectrum for 58 ground motions; ζ = 0, 2, ...Figure 4.7.3 Equivalent static lateral forces, f 1and f scin kips per foot h...Figure 4.7.4 Comparison of vertical stresses computed in the RSA procedure b...Figure 4.7.5 Comparison of peak values of maximum principal stresses compute...Figure 4.7.6 Spectral accelerations at the first five natural vibration peri...

5 Chapter 5Figure 5.1.1 Pine Flat Dam, near Fresno, California.Figure 5.1.2 Olivenhain Dam, Escondido, California.Figure 5.1.3 Dam–water–foundation system.Figure 5.2.1 Substructure representation of the dam–water–foundation system....Figure 5.3.1 Definition of , the ij th element of the dynamic stiffness matr...Figure A5.1.1 Effects of water–foundation interaction on frequency response ...Figure A5.1.2 Effects of water–foundation interaction on earthquake response...Figure A5.2.1 Frequency response functions for dam with full reservoir but n...Figure A5.2.2 Earthquake response of dam with full reservoir but no sediment...

6 Chapter 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...