Anil K. Chopra - Earthquake Engineering for Concrete Dams

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/sec 2) in stream or radial direction...Figure 10.2.4 Accelerations (cm/sec 2) 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)....

13 Chapter 13Figure 13.1.1 Uniform hazard spectrum (UHS) for the Pine Flat Dam site; also...Figure 13.1.2 PSHA disaggregation for the Pine Flat Dam site, given 1% excee...Figure 13.1.3 Response spectra of 20 ground motion records from earthquakes ...Figure 13.1.4 Conditional mean spectrum given A (0.5 sec) and response spect...Figure 13.1.5 Comparison of s‐GCMS against the UHS and three CMSs conditione...Figure 13.1.6 Example of the s‐GCMS with two values of T *, T *, = 0...Figure 13.1.7 Comparison of the s‐GCMS against the recorded GMs with and Figure 13.1.8 Comparison of composite spectrum against s‐GCMS; the UHS is in...Figure 13.2.1 Response spectra for 11 scaled GMs selected for similarity wit...Figure 13.3.1 Comparison of median and dispersion of response spectra from (...Figure 13.3.2 Fifty, 2.5, and 97.5 percentiles of the CS and response spectr...Figure 13.4.1 Conditional mean spectrum; response spectra for a seed GM and ...Figure 13.4.2 Ground acceleration, velocity, and displacement histories of a...Figure 13.4.3 Response spectra for (a) MR‐based ensemble of seed GMs; and (b...Figure 13.4.4 Response spectra for (a) CMS‐based ensemble of seed GMs; and (...Figure 13.6.1 Comparison of s‐GCMS for two components of ground motion again...Figure 13.6.2 Comparison of s‐GCMS against alternative target spectra – UHS ...Figure 13.6.3 Ratios of response spectra for ground motion in two orthogonal...Figure 13.6.4 Example of a CMS–UHS composite spectrum: (a) x ‐component, and ...Figure 13.7.1 (a) Example of recording accelerograph with as‐recorded compon...

14 Chapter 14Figure 14.1.1 Folsom Dam.Figure 14.1.2 Cross section of the tallest non‐overflow monolith.Figure 14.1.3 Pseudo‐acceleration response spectra for horizontal components...Figure 14.1.4 Envelope values of maximum principal stresses; initial static ...Figure 14.1.5 Maximum principal stresses at 4.69 sec after start of ground m...Figure 14.1.6 Variation of maximum principal stress in finite element 120 wi...Figure 14.2.1 Olivenhain Dam, California.Figure 14.2.2 Design spectra, mean and 84th percentile, and response spectru...Figure 14.2.3 Design spectra, mean and 84th percentile, and response spectru...Figure 14.2.4 Olivenhain Dam: preliminary and revised cross section (Adapted...Figure 14.2.5 Vertical stress history at the location of largest stress on t...Figure 14.2.6 Maximum principal stresses in psi at the time instant of peak ...Figure 14.2.7 Minimum principal stresses in psi at the time instant of peak ...Figure 14.3.1 Hoover Dam.Figure 14.3.2 Cross section of Hoover Dam.Figure 14.3.3 Uniform hazard spectrum for a 50,000‐year‐return period and re...Figure 14.3.4 Peak values of tensile arch stresses in Hoover Dam for two cas...Figure 14.4.1 Dagangshan Dam, Shichuan Province, China.Figure 14.4.2 Design spectra and response spectra of simulated ground motion...Figure 14.4.3 Simulated ground motion. (Adapted from Wang et al. 2015.)Figure 14.4.4 Foundation showing Class II and Class III rock. (Adapted from ...Figure 14.4.5 (a) Finite‐element model of dam–foundation system; and (b) the...Figure 14.4.6 Damage distribution in dam without reinforcement: (a) upstream...Figure 14.4.7 Damage distribution in dam with reinforcement: (a) upstream fa...Figure 14.4.8 Arch and cantilever reinforcement in Dagangshan Dam; the symbo...