Читать книгу Earthquake Engineering for Concrete Dams - Anil K. Chopra - Страница 4

1 Chapter 1Figure 1.1.1 Koyna Dam, India, constructed during 1954–1963; this dam is 103...Figure 1.1.2 Cross section of Koyna Dam showing water level during 1967 eart...Figure 1.1.3 Hsinfengkiang Dam, China. Completed in 1959, this dam is 105 m ...Figure 1.1.4 Cracking in Hsinfengkiang Dam, China, due to earthquake on Marc...Figure 1.1.5 Lower Crystal Springs Dam, California, USA. Built in 1888, this...Figure 1.1.6 Section view of the Lower Crystal Springs Dam (adapted from Nus...Figure 1.1.7 Pacoima Dam, California, USA. Completed in 1929, this dam is 11...Figure 1.1.8 Two‐inch separation between Pacoima Dam Arch (left) and the thr...Figure 1.1.9 Crack at the joint between the Pacoima Dam arch and the thrust ...Figure 1.1.10 Shih‐Kang Dam, Taiwan, (a) before and after the Chi‐Chi earthq...Figure 1.2.1 Olivenhain Dam, California, USA. Completed in 2003, this is a 3...Figure 1.2.2 Morrow Point Dam, Colorado, USA, a 465‐ft‐high single‐centered ...Figure 1.3.1 Maximum principal stresses in Koyna Dam at selected time instan...Figure 1.3.2 Comparison of uniform hazard spectrum and seismic coefficient f...Figure 1.3.3 Distribution of seismic coefficients over dam height in traditi...Figure 1.4.1 Distribution of seismic coefficients over the dam surface in th...Figure 1.6.1 Standard finite‐element analysis model with rigid, wave‐reflect...Figure 1.6.2 A popular finite‐element model that assumes foundation to have ...Figure 1.7.1 Gravity dam–water–foundation system.Figure 1.7.2 Arch dam–water–foundation system.Figure 1.7.3 Finite‐element model of a dam–water–foundation system with wave...

2 Chapter 2Figure 2.1.1 Dam–water system.Figure 2.3.1 Acceleration excitations causing hydrodynamic pressures on the ...Figure 2.3.2 Hydrodynamic force on rigid dam due to horizontal ground accele...Figure 2.3.3 Hydrodynamic force on rigid dam due to vertical ground accelera...Figure 2.3.4 Body of water, assumed to be incompressible, moving with a rigi...Figure 2.5.1 Dam response to harmonic horizontal ground motion; frequency ra...Figure 2.5.2 Dam response to harmonic vertical ground motion; frequency rati...Figure 2.5.3 Dam response to harmonic horizontal ground motion; frequency ra...Figure 2.5.4 Dam response to harmonic vertical ground motion; frequency rati...Figure 2.5.5 Influence of frequency ratio, Ω_r, on dam response to harmo...Figure 2.5.6 Influence of frequency ratio, Ω_r, on dam response to harmo...Figure 2.5.7 Influence of frequency ratio, Ω_r, on dam response to harmo...Figure 2.5.8 Influence of frequency ratio, Ω_r, on dam response to harmo...Figure 2.6.1 Comparison of exact and equivalent SDF system response of dams ...Figure 2.6.2 Comparison of exact and approximate (equivalent SDF system) val...Figure 2.6.3 Added damping ratio ζ_r due to dam–water interaction and re...Figure 2.6.4 Damping ratio of the equivalent SDF system representing dams ...

3 Chapter 3Figure 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_f due 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_f and 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, f₁ and f_sc in 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 ijth 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...

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)....

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...