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1
Rohanimanesh, Mohammad S. "Mutual pounding of structures during strong earthquakes." Diss., This resource online, 1994. http://scholar.lib.vt.edu/theses/available/etd-06062008-144915/.
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Filiatrault, Andre. "Seismic design of friction damped braced steel plane frames by energy methods." Thesis, University of British Columbia, 1988. http://hdl.handle.net/2429/28776.
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The investigation described in this thesis represents the first known attempt to develop a simplified method for the seismic design of structures equipped with a novel friction damping system. The system has been shown experimentally to perform very well and is an exciting development in earthquake resistant design. The design of a building equipped with the friction damping system is achieved by determining the optimum slip load distribution to minimize structural response.
A new efficient numerical modelling approach for the analysis and design of Friction Damped Braced Frames (FDBF) is presented. The hysteretic properties of the friction devices are derived theoretically and included in a Friction Damped Braced Frame Analysis Program (FDBFAP), which is adaptable to a microcomputer environment. The optimum slip load distribution is determined by minimizing a Relative Performance Index (RPI) derived from energy concepts.
The steady-state response of a single storey friction damped structure subjected to sinusoidal ground motion is investigated analytically. Basic design information on the optimum slip load for the friction device is obtained. The parameters governing the optimum slip load, which minimizes the amplitude for any forcing frequency, are derived. The study indicates that the optimum slip load depends on the characteristics of the ground motion and of the structure.
Using variational principles on a shear beam analogy, an optimum slip load distribution along the height of the structure is derived when the total amount of slip load is specified. It is shown that the optimum slip load is proportional to the slope of the deflected shape of the structure. The results of the study reveal that only a small improvement in the response is obtained by using this optimum distribution
compared to the response obtained with a uniform distribution. Therefore the use of an optimum uniform distribution seems adequate for the design of friction damped structures.
Taking into account the analytical results obtained, FDBFAP is then used in a parametric study which leads to the construction of a design slip load spectrum. The spectrum depends on the properties of the structure and ground motion anticipated at the construction site. It is believed that the availability of this design slip load spectrum will lead to a greater acceptance by the engineering profession of this new and innovative structural concept.<br>Applied Science, Faculty of<br>Civil Engineering, Department of<br>Graduate
3
Perera, Upul. "Seismic performance of concrete beam-slab-column systems constructed with a re-usable sheet metal formwork system /." Connect to thesis, 2009. http://repository.unimelb.edu.au/10187/4835.
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McClendon, Mark Andrew. "Blast resistant design for roof systems." Diss., Columbia, Mo. : University of Missouri-Columbia, 2007. http://hdl.handle.net/10355/7974.
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Thesis (M.S.)--University of Missouri-Columbia, 2007.<br>The entire dissertation/thesis text is included in the research.pdf file; the official abstract appears in the short.pdf file (which also appears in the research.pdf); a non-technical general description, or public abstract, appears in the public.pdf file. Title from title screen of research.pdf file (viewed on April 1, 2008) Includes bibliographical references.
5
Lefki, Lkhider. "Critical evaluation of seismic design criteria for steel buildings." Thesis, McGill University, 1987. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=63980.
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Korany, Yasser Drysdale Robert G. "Rehabilitation of masonry walls using unobtrusive FRP techniques for enhanced out-of-plane seismic resistance /." *McMaster only, 2004.
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7
Yung, Willy Chi Wai. "Innovative energy dissipating system for earthquake design and retrofit of timber structures." Thesis, University of British Columbia, 1991. http://hdl.handle.net/2429/30128.
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This thesis presents the results obtained from a preliminary investigation into the potential application of the friction damping concept to wood structures to improve their seismic response. Sliding friction devices which contain heavy duty brake lining pads have been proposed in order to enhance a wood structure's seismic performance. The devices are mounted onto a structure's shearwalls to dissipate seismic energy input during the wall's deformation in an earthquake.
Prototypes of the four friction damping devices were tested to examine their hysteretic behaviour. Conventional full scale, 2.44 x 2.44 m (8 x 8 ft) timber shearwalls, typical of ones used in residential and light-commercial building applications, and ones retrofitted with the friction damping devices were tested on a shake table. Three set of tests were conducted. They involved loading the walls under unidirectional racking, static-cyclic and simulated earthquake loads. Test results from the two types of shearwalls were compared against each other and against the findings from the computer programs SADT and FRICWALL. SADT is a finite elements program which computes the load-deformation behaviour of shearwalls. FRICWALL is an inelastic time-history dynamic model which computes the response time-history of a shearwall under a simulated seismic event.
The cyclic tests of the friction damping devices showed that they exhibited very stable and non-deteriorating hysteretic behaviour. The shake table tests of the full scale timber
shearwalls showed that the friction damped walls were stiffer, can sustain an average of 23.7 % higher racking load and dissipate an average of 42.9 % more energy than the conventional ones before a ductile failure. Failure in the conventional walls was brittle. These results were in agreement with the SADT findings. Under slow cyclic loads, they dissipated more energy, but because their overall hysteretic behaviour was still pinched, they were just as inefficient as the conventional walls at dissipating energy. On the average, their seismic performance was only marginally better than that of the conventional wall, with an average drop of 9.6 % in peak wall deflection. This is far short of the average of 29.5 % computed by FRICWALL. Detailed analysis of the results show that due to bending in the framing members of the shearwall, the load necessary to cause slippage of the friction devices was not achieved until wall deflections in the order of 25.4 mm (1.0 in) was reached. Since only at the peak or near-peak excitation levels of an earthquake did shearwall deflections surpass this magnitude, the devices were not able to contribute to the energy dissipation of the shearwalls during the majority portion of a seismic event.<br>Applied Science, Faculty of<br>Civil Engineering, Department of<br>Graduate
8
Loots, Jurie. "Computational assessment of seismic resistance of RC framed buildings with masonry infill." Thesis, Stellenbosch : Stellenbosch University, 2005. http://hdl.handle.net/10019.1/50299.
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Thesis (MScIng)--Stellenbosch University, 2005.<br>Some digitised pages may appear illegible due to the condition of the original hard copy.<br>ENGLISH ABSTRACT: Reinforced concrete (RC) frames with unreinforced masonry infill form the structural system
of many buildings and this is also true for South Africa. It is common practice to consider the
masonry infill as a non-structural component and therefore it does not contribute to the
performance of the Re frame buildings under lateral loading such as earthquake loading.
This is done by leaving a sufficient gap between the Re frame and the infill. This ensures
that there is no contact between the frame and the infill during an earthquake event.
However, it has been suggested that masonry infill can play a significant role in the
performance of a Re frame building under lateral loading.
The first part of the study focuses on the South African situation. The relevance of shear
walls in these Re frame buildings as well as the size of the gap (between frame and infill) left
in practice, are investigated. This is done by finite element analysis.
The second part of the study focuses on the effects that the infill can have on the global
performance of the structure when there is full contact between the Re frames and infill. The
effect of openings in the infill to the response of the frame is also investigated. Finite element
models of single span Re frames with infill is built and analyzed in order to investigate
possible damage to the infill, frame infill interaction and to obtain the non linear stiffness of
the frame with infill as a whole. This obtained non linear stiffness can be modelled in Diana
as a non linear spring that will be used in the development of a simplified analysis method.
The simplified method developed consists of a frame and two such non linear springs, placed
diagonally, and which have the same force versus displacement behaviour as the original
frame with infill. These single span frames can be added together to model a whole frame. In
a first step to generalise the simplified method, various geometries of infills are considered,
varying span and height, as well as opening percentage, representing windows and doors of
varying total area and positioning. However, in this study a single masonry type, namely solid
baked clay bricks set in a general mortar, is considered. To generalise the approach further,
other masonry types can be considered in the same way. The use of these springs in a
simplified model saves computational time and this means that larger structures can be
modelled in Diana to investigate response of'Rf' frame buildings with infill. The work reported in this thesis considers only in-plane action. Out-of-plane-action of the
masonry infill has been reported in the literature to be considerable, under the condition that it
is sufficiently tied to the frame to prevent mere toppling over, causing life risking hazards in
earthquake events. This matter should be studied in continuation of the current research to
generalise the simple approach to three dimensions.<br>AFRIKAANSE OPSOMMING: Gewapende betonrame (GBR-e) met ongewapende messelwerk invulpanele (invul) vorm die
strukturele ruggraat van vele geboue en dit geld ook vir geboue in Suid-Afrika. Dit is
algemene praktyk om die invulpaneel in sulke geboue as 'n nie-strukturele komponent te
beskou. Daarvolgens dra dit nie by tot die gedrag van 'n GBR gebou onderhewig aan 'n
aarbewing nie. Dit word bereik deur 'n groot genoeg gaping tussen die betonraam en die
invul te los. Die gevolg is dat daar geen kontak tussen die betonraam en die invul plaasvind
indien daar 'n aardbewing sou voorkom nie. Dit is egter voorgestel dat invul 'n
noemenswaardige rol kan speel in die gedrag van 'n GBR gebou onderwerp aan 'n horisontale
las.
Die eerste deel van die studie fokus op die Suid-Afrikaanse situasie. Die relavansie van
skuifmure in GBR geboue asook die grootte van die gaping (tussen die raam en invul) wat in
die praktyk gebruik word, word ondersoek. Dit word gedoen met behulp van eindige element
analises.
Die tweede deel van die studie fokus op die effek wat invul kan hê op die globale gedrag van
'n struktuur wanneer daar volle kontak tussen die GBR en die invul is. Die effek wat die
teenwoordigheid van openinge in die invul kan hê op die gedrag van 'n GBR is ook
ondersoek. Eindige element modelle van enkelspan GBR met invul is gemodelleer en
geanaliseer om die moontlike skade aan die invul, die interaksie tussen die GBR en die invul
asook die nie-lineêre styfheid van die raam en invul as 'n geheel, te ondersoek. Hierdie nielineêre
styfheid kan in Diana as 'n nie-lineêre veer gemodelleer word en word gebruik in die
ontwikkeling van 'n vereenvoudigde metode.
Hierdie vereenvoudigde metode wat ontwikkel is, bestaan uit 'n raam en twee sulke nielineêre
vere (diagonaal geplaas). Die raam met vere het dieselfde krag teenoor
verplasingsgedrag as die van die oorspronklike raam met invul wat dit voorstel. Hierdie rame
kan saamgevoeg word om 'n raam uit 'n gebou as 'n geheel te modelleer. Verskeie invul
geometrieë word gebruik in die analises in 'n eerste stap om die vereenvoudigde metode te
veralgemeen. Die span en hoogte asook opening persentasie van die invul word gevariëer om
vensters en deure van veskeie grootte en posisie voor te stel. In die studie, 'n enkel
messelwerk tipe, naamlik solied klei bakstene geset in algemene mortar, word gebruik. Ander messelwerk tipes kan gebruik word om die metode verder te veralgemeen. Die gebruik van
die vere in die vereenvoudigde metode spaar berekenings tyd en dit beteken dat groter
strukture in Diana gemodelleer kan word om die gedrag van GBR geboue met invul te
ondersoek.
Die werk gedoen in die tesis neem slegs in-vlak aksie in ag. Literatuurstudie dui daarop dat
goeie uit-vlak-aksie van messelwerk invul bestaan, mits dit goed geanker is aan die raam om
te verseker dat dit nie kan omval en 'n gevaar vir lewens in 'n aardbewing inhou nie. Dit
behoort verder bestudeer te vord in die vervolging van die huidige ondersoek om die
vereenvoudige metode na drie dimensies te veralgemeen.
9
Xu, Xuan. "Earthquake protection of low-to-medium-rise buildings using rubber-soil mixtures." Click to view the E-thesis via HKUTO, 2009. http://sunzi.lib.hku.hk/hkuto/record/B43224192.
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Parmar, Surinder Singh. "2-D non-linear seismic analysis of one-storey eccentric precast concrete buildings." Thesis, University of British Columbia, 1987. http://hdl.handle.net/2429/26728.
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Investigations into the behaviour of precast buildings under earthquake loading have shown that the connections are likely to be the weakest link in a pre-cast structure, and the stability of the structure under earthquake loading depends upon the strength & stability of these connections. A 2-dimensional non-linear dynamic analysis of a one storey box-type pre-cast buildings is presented. The shear walls in the buildings are modelled by linear springs, the properties of which depend upon the connections connecting the rigid panels of the shear walls.
To check the effectiveness of the NBCC code design, computer studies have been made on a box-type building statically designed for different eccentricities. The strength of the shear walls was calculated assuming that each panel was a cantilever fixed at the base with dowel bars providing the flexural steel. To make the building survive a major earthquake, we need dowel connections that can take 5mm to 6mm elongation which can be easily accommodated. Studies have also shown that under the action of an earthquake, the response of a highly unsymmetrical building will not be very different from that of a symmetric building as long as the building is properly designed using the NBCC code provisions for earthquake loading. It has also been shown that the NBCC code design eccentricity equation is somewhat conservative in calculating the design eccentricity and that a small change in the stiffness of walls perpendicular to the direction of earthquake has little effect on the response of the structures.<br>Applied Science, Faculty of<br>Civil Engineering, Department of<br>Graduate
11
Doherty, Kevin Thomas. "An investigation of the weak links in the seismic load path of unreinforced masonary buildings /." Title page, table of contents and abstract only, 2000. http://web4.library.adelaide.edu.au/theses/09PH/09phd655.pdf.
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Zou, Xiaokang. "Optimal seismic performance-based design of reinforced concrete buildings /." View Abstract or Full-Text, 2002. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202002%20ZOU.
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Malushte, Sanjeev R. "Prediction of seismic design response spectra using ground characteristics." Thesis, Virginia Tech, 1987. http://hdl.handle.net/10919/45802.
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<p>The available earthquake records are classified into five groups according to their
site stiffness and epicentral distance as the grouping parameters. For the groups
thus defined, normalized response spectra are obtained for single-degree-ofâ freedom
and massless oscillators. The effectiveness of the grouping scheme is examined by
studying the variance of response quantities within each group. The implicit
parameters of average frequency and significant duration are obtained for each group
and their effect on the response spectra is studied. Correlation analyses between
various ground motion characteristics such as peak displacement, velocity,
acceleration and root mean square acceleration are carried out for each group.</p>
<p>Smoothed design spectra for relative and pseudo velocities and relative
acceleration responses of single degree of freedom oscillators and the velocity and
acceleration responses of massless oscillators are proposed for each group.
Methods to predict relative velocity and relative acceleration spectra directly from the
pseudo velocity spectra are presented. It is shown that the relative spectra can be
reliably estimated from the pseudo spectra. The site dependent design spectra are
defined for a wide range of oscillator periods and damping ratios.</p><br>Master of Science
14
Robertson, Kathryn Louise. "Probabilistic seismic design and assessment methodologies for the new generation of damage resistant structures." Thesis, University of Canterbury. Civil Engineering, 2005. http://hdl.handle.net/10092/1093.
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Following the evolution of a damage avoidance design (DAD) frame system, with rocking beam-column joints, at the University of Canterbury, analytical studies are carried out to evaluate the performance of proposed structures, and verify the proposed design methodology. A probabilistic seismic risk assessment methodology is proposed, from which the expected annualised financial loss (EAL) of a structure can be calculated. EAL provides a consistent basis for comparison of DAD frame systems with state-of-practice ductile monolithic construction. Such comparison illustrates the superior performance of DAD frame systems. The proposed probabilistic seismic assessment methodology requires the response of the structure to be evaluated over a range of seismic intensities. This can be achieved by carrying out an incremental dynamic analysis, explicitly considering seismic randomness and uncertainty; or from a pushover analysis, and assuming an appropriate value of the dispersion. By combining this information with the seismic hazard, probabilistic response curves can be derived, which when combined with information about damage states for the particular structure, can be transformed into 'resilience curves'. Integration of information regarding the financial loss occurring due to each of the damage states, results in an estimate of EAL.
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Sarvghad-Moghadam, Abdoreza. "Seismic torsional response of asymmetrical multi-storey frame buildings." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape11/PQDD_0003/NQ42874.pdf.
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Goodwin, Elliott Richard. "Experimental evaluation of the seismic performance of hospital piping subassemblies." abstract and full text PDF (free order & download UNR users only), 2004. http://0-gateway.proquest.com.innopac.library.unr.edu/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:1433293.
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Civjan, Scott Adam. "Investigation of retrofit techniques for seismic resistant steel moment connections /." Digital version accessible at:, 1998. http://wwwlib.umi.com/cr/utexas/main.
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Nguyen, Quan Viet. "Seismic Energy Dissipation of Steel Buildings Using Engineered Cladding Systems." Amherst, Mass. : University of Massachusetts Amherst, 2009. http://scholarworks.umass.edu/theses/373/.
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Xu, Xuan, and 许旋. "Earthquake protection of low-to-medium-rise buildings using rubber-soil mixtures." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2009. http://hub.hku.hk/bib/B43224192.
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20
Burdisso, R. A. "Seismic response analysis of multiply connected secondary systems." Diss., Virginia Polytechnic Institute and State University, 1986. http://hdl.handle.net/10919/49996.
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An analytical formulation for seismic analysis of multiply supported secondary systems is developed. The formulation is based on the random vibration theory of structural systems subjected to correlated inputs at several points. The response of the secondary systems is expressed as a combination of the dynamic, pseudo-static and cross response components. The dynamic part is associated with the inertial effect induced by the support accelerations. The pseudo-static part is due to the relative displacement between supports, and the cross part takes into account the correlation between these two parts of the response. The seismic input in this approach is defined in terms of the auto and cross pseudo-acceleration and relative velocity floor spectra. The information about floor displacements and velocities as well as their correlations is required for calculating the pseudo-static and cross response components. These inputs can be directly obtained from the ground response spectra. The interaction effect between the primary and secondary systems is studied. This effect is specially significant when the modes of the secondary system are tuned or nearly tuned to the modes of the primary system. The floor spectral inputs are appropriately modified to take into account this interaction effect. The design response of the secondary system when computed with these modified floor inputs will incorporate the interaction effect. The applicability of the proposed methods is demonstrated by several numerical examples.<br>Ph. D.<br>incomplete_metadata
21
Kim, Sang-Cheol. "Seismic assessment of low-rise shear wall buildings with non-rigid diaphragms." Diss., Georgia Institute of Technology, 2003. http://hdl.handle.net/1853/20755.
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Yang, Jiaqi, and 楊家琦. "Influence of strengthening and repair schemes on dowel type timber joints and moment resisting frames." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2013. http://hdl.handle.net/10722/195963.
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Timber has been a widely used construction material throughout the history of human development and it is still popular to this day. Timber frames are a common structural form used in historical and modern day structures. An effective means to connect timber members together is via bolts or dowels due to their high strength, ductile behaviour and flexibility in application. Such joints are, however, vulnerable and prone to damage especially during seismic attacks. In order to improve the performance and longevity of timber framed structures, it is necessary to develop simple but effective strengthening schemes for dowel-type timber joints. Additionally, strategies to repair and reinstate damaged joints are also required.
The main objectives of this program of doctoral research are to (1) develop strengthening and repair schemes for bolted timber joints using advanced composite materials (i.e. carbon fibre reinforced polymer, CFRP) as well as traditional materials (i.e. steel plates, epoxies and mortars), and (2) investigate the effectiveness of the schemes in improving the seismic performance of timber frames. The strengthening and repair schemes are applied to single-bolt joints and tested under monotonic load. Optimal strengthening and repair schemes are then applied to moment resisting joints and the joints are subjected to monotonic and cyclic loading. Finite element models are then assembled for the latter joint tests. The calibrated joint models are then used in finite element models of timber frames with varying number of storeys and support conditions. The seismic performances of the timber frames are investigated by conducting both nonlinear static and nonlinear time history analyses. The results of the experimental investigations and the finite element analyses show that the strengthening schemes can enhance the strength and stiffness of joints. Optimum strengthening schemes can also improve the seismic performance of timber frames. Based on the work arising from the program of research, future research needs are finally identified.<br>published_or_final_version<br>Civil Engineering<br>Doctoral<br>Doctor of Philosophy
23
Ouyang, Yi, and 欧阳禕. "Theoretical study of hybrid masonry : RC structure behaviour under lateral earthquake loading." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2012. http://hdl.handle.net/10722/196090.
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A confined masonry (CM) wall consists of a masonry wall panel surrounded by reinforced concrete (RC) members on its perimeters. Low-rise CM structures are widely used in earthquake-risked (EQ-risked) rural or suburban areas all over the world. Most of these structures fail in shear pattern under lateral EQ loads, and some of them collapse under a severe or even a moderate EQ due to inappropriate design. On the other hand, buildings constructed of RC frames have much better performance in resisting EQs, since their RC members have larger dimensions and heavier reinforcing ratios than those in CM structures. Nonetheless, RC-frame buildings are normally too expensive for most inhabitants in less developed regions.
In this study, as an improvement to the conventional CM buildings for EQ resistance and for the sake of post-EQ restoration, a hybrid masonry – RC (HMR) structure, whose working mechanism is different from that of a conventional CM structure, is proposed. The RC members (i.e. “tie beams” and “tie columns”), which function only as confinement in a CM building, will resist most of gravity load and part of lateral EQ load in an HMR structure, while the wall panels will take most of lateral EQ load and part of gravity load. This is achievable by slightly increasing the sizes and reinforcing ratios of RC members in HMR structures. Such buildings will not collapse in the absence of masonry wall panels because the gravity load bearing system is still intact. On the other hand, as the wall panels in the proposed HMR structure will absorb most of the energy induced by lateral EQ load, severe damages will be controlled within the wall panel region, so that only the wall panels need to be replaced instead of rebuilding the whole structure after the EQ event.
To investigate the mechanical behaviours of masonry assemblages to be used in HMR structures, a series of experimental tests were conducted. Having established the relevant material properties for HMR structures, finite element (FE) simulation was performed to verify its work mechanism.
Prior to applying the FE simulation to HMR structures, the FE technique was first applied to simulate the behaviours of two concrete-brick masonry panels under diagonal compression loading and a CM wall under cyclic lateral loading. The results show a good correlation between the experimental results and the simulated ones. This has validated the feasibility of using the FE software to study the proposed HMR structure.
The theoretical simulation results show that in a properly designed HMR wall, depending on the masonry reinforcing details and the boundary conditions of simulated load cases, about 70% of the gravity load imposed on the RC beam will be transferred to the RC columns and more than 80% of the seismic energy (in terms of strain energy) will be absorbed by the masonry panel. Therefore, it is obvious that the proposed HMR structure is very feasible to replace the conventional CM structure in resisting EQ attacks with no risk of collapse.<br>published_or_final_version<br>Civil Engineering<br>Master<br>Master of Philosophy
24
Azimi, Mohsen. "Design of Structural Vibration Control Using Smart Materials and Devices for Earthquake-Resistant and Resilient Buildings." Thesis, North Dakota State University, 2017. https://hdl.handle.net/10365/28588.
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Major earthquakes in recent years have highlighted the big concern of modern seismic design concept for the resilience of buildings. The overall goals of this thesis aim to design structural vibration control using smart materials and devices and to elucidate the factors determining their robustness, feasibility, and adaptability for earthquake-resistant and resilient buildings. The study mainly includes a) integrated wavelet-based vibration control with damage detection; b) shape memory alloy to eliminate the residual deformations; c) a mass damper for highly irregular tall buildings; and d) soil-structure interaction effects on the buildings. The robustness, feasibility, and adaptability of these proposed studies for earthquake-resistant and resilient buildings are evaluated using various performance measures. The findings of the study reveal that the structural vibration control strategies could advance the current-of-art knowledge in seismic risk mitigation as well as high system adaptability.
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Abou-Elfath, Hamdy Mohamed. "Rehabilitation of nonductile reinforced concrete buildings using steel systems /." *McMaster only, 1998.
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Tagawa, Hiroyuki. "Towards an understanding of seismic performance of 3D structures : stability & reliability /." Thesis, Connect to this title online; UW restricted, 2005. http://hdl.handle.net/1773/10192.
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Li, Jianhui, and 李建輝. "Seismic drift assessment of buildings in Hong Kong with particular application to transfer structures." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2004. http://hub.hku.hk/bib/B31245651.
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Ozmen, Cengiz. "A Comparative Structural And Architectural Analysis Of Earthquake Resistant Design Principles Applied In Reinforced Concrete Residential Buildings In Turkey." Phd thesis, METU, 2008. http://etd.lib.metu.edu.tr/upload/12609530/index.pdf.
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The aim of this thesis is to demonstrate that it is possible to design earthquake resistant residential structures without significant compromises in the spatial quality and economic viability of the building. The specific type of structural
system that this thesis focuses on is the reinforced concrete skeleton system. The parametric examples and key studies that are used in this research are chosen among applied projects in the city of Bolu. This city is chosen due to its location on the North Anatolian Fault and its destructive seismic history.
The structural validity of the hypothesis was demonstrated through an analytical process during which a set of 7 models were tested. 5 of these were designed as idealized parametric models and 2 of them were based on actual buildings
destroyed in earthquakes.
The architectural validity of the hypothesis was demonstrated on a set of 3 architectural projects. Projects were subjected to a comparative evaluation between their original states and the modified seismically resistant versions. The architectural comparison between earthquake resistant and non-resistant states was made on a planimetric basis. Comparison parameters were: floor area<br>size, location and number of rooms<br>and access to view.
The feasibility of seismically resistant reinforced concrete residential buildings was demonstrated through an approximate cost analysis which has proven that
designing earthquake resistant structures only resulted in an acceptable 4-8 percent rise in the overall building cost.
29
Weston, Neil R. "Development of energy dissipating ductile cladding for passive control of building seismic response." Diss., Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/13052.
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Feghali, Habib Labib. "Seismic performance of flexible concrete structures /." Digital version accessible at:, 1999. http://wwwlib.umi.com/cr/utexas/main.
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Wan, Chi Kin. "Time history analysis and optimal drift design of multi-storey concrete building structures under seismic excitations /." View abstract or full-text, 2004. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202004%20WAN.
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Thesis (M. Phil.)--Hong Kong University of Science and Technology, 2004.<br>Includes bibliographical references (leaves 127-131). Also available in electronic version. Access restricted to campus users.
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Weldelibanos, Fitsumberhan. "A survey of earthquake mitigation strategies & building principles for small traditional dwellings /." Thesis, McGill University, 1993. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=69746.
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A survey of earthquake disaster mitigation strategies and building principles which could applied in rural areas of the Less Developed Countries. Earthquake vulnerability of traditional buildings and problems of earthquake hazard mitigation in these countries are discussed, along with some strategies that may help reduce the impact of future earthquakes. The performance of rural buildings during past earthquakes is analyzed to have a clear understanding of building behaviour during an earthquake. After the analysis, the research traces various recommendations and safe building techniques that would improve the earthquake-resistance of these buildings. Moreover, the study reviews problems often involved in implementing mitigation measures and in transferring technical information to semi-illiterate and unskilled workers, in conjunction with some methodologies on how to transfer information to the rural population. The study concludes by outlining the urgency for the need of pre-earthquake mitigation strategies and suggests some ideas to help narrow the gap which exists between the available information on earthquake mitigation measures and its application in those countries most affected by earthquakes.
33
Klopp, Gregory Mark. "Seismic design of unreinforced masonry structures /." Title page, contents and abstract only, 1996. http://web4.library.adelaide.edu.au/theses/09PH/09phk658.pdf.
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34
Fourie, Johanna Aletta. "Effect of seismic loads on water-retaining structures in areas of moderate seismicity." Stellenbosch : University of Stellenbosch, 2010. http://hdl.handle.net/10019.1/2061.
Full textAbstract:
Thesis (MScEng (Civil Engineering))--University of Stellenbosch, 2010.<br>ENGLISH ABSTRACT: Water-retaining structures are commonly used in South Africa for the storage of potable water and
waste water. However, a South African code pertaining to the design of concrete water-retaining
structures do not currently exist and therefore use is made of the British Standard BS 8007 (1987).
For the design of concrete water-retaining structures in South Africa, only the hydrostatic loads are
considered while forces due to seismic activity are often neglected even though seismic excitations
of moderate magnitude occur within some regions of the country. Hence, the primary aim of this
study was to determine whether seismic activity, as it occurs in South Africa, has a significant
influence on water-retaining structures and whether it should be considered as a critical load case.
In order to assess the influence of seismic activity on the design of water-retaining structures the
internal forces in the wall and the required area of reinforcement were compared. Comparisons
were made between the seismic analyses and static analyses for both the ultimate and serviceability
limit states. In order to obtain the internal forces in the wall use was made of an appropriate Finite
element model. Three Finite element models were investigated in this study and the accuracy of
each model was assessed based on the fundamental frequency, base shear force and overturning
moment. These values were compared to the values obtained with the numerical method presented
by Veletsos (1997) which was verified with Eurocode 8: Part 4 (2006).
The results obtained indicated that seismic excitations of moderate magnitude do have a significant
influence on the reinforcement required in concrete water-retaining structures. For both the
ultimate limit state and serviceability limit state the required reinforcement increased significantly
when seismic loads were considered in the design. As in the case for static design of water-retaining
structures, the serviceability limit state also dominated the design of these structures under seismic
loading.<br>AFRIKAANSE OPSOMMING: Beton waterhoudende strukture in Suid-Afrika word op ‘n gereelde basis gebruik vir die stoor van
drink- sowel as afvalwater. ‘n Suid-Afrikaanse kode vir die ontwerp van hierdie strukture bestaan
egter nie en dus word die Britse kode BS 8007 (1987) hiervoor gebruik. Vir ontwerp doeleindes word
soms slegs die hidrostatiese kragte beskou terwyl kragte as gevolg van seismiese aktiwiteite nie
noodwendig in berekening gebring word nie. Seismiese aktiwiteite van gematigde grootte kom egter
wel voor in sekere dele van Suid-Afrika. Die hoofdoel van hierdie studie was dus om die invloed van
seismiese aktiwiteite, soos voorgeskryf vir Suid-Afrikaanse toestande, op beton waterhoudende
strukture te evalueer asook om te bepaal of dit ‘n kritiese lasgevalle sal wees.
Vir hierdie doel is die interne kragte asook die area staal bewapening vir elk van die statiese en
dinamiese lasgevalle vergelyk. Vergelykings is getref tussen die dinamiese en statiese resultate vir
beide die swigtoestand en die diensbaarheidstoestand. Vir die bepaling van die interne kragte is
gebruik gemaak van eindige element modelle. Tydens hierdie studie was drie eindige element
modelle ondersoek en die akkuraatheid van elk geëvalueer op grond van die fundamentele
frekwensie, die fondasie skuifkrag en die omkeermoment. Hierdie waardes was ondermeer bereken
met twee numeriese metodes soos uiteengesit in Veletsos (1997) en Eurocode 8: Part 4 (2006).
Die resultate dui daarop dat die invloed van seismiese aktiwiteite op beton waterhoudende
strukture in Suid-Afrika nie weglaatbaar klein is nie en wel in berekening gebring behoort te word
tydens die ontwerp. Die interne kragte vir beide die swigtoestand en diensbaarheidstoestand is
aansienlik hoër vir die seismiese lasgeval as vir die statiese geval. Die diensbaarheidstoestand het
deurentyd die ontwerp van beton waterhoudende strukture vir seismiese toestande oorheers.
35
Jarvis, Wesley James. "The effect of seismic activity on reinforced concrete frame structures with infill masonry panels." Thesis, Stellenbosch : Stellenbosch University, 2014. http://hdl.handle.net/10019.1/86554.
Full textAbstract:
Thesis (MEng)--Stellenbosch University, 2014.<br>ENGLISH ABSTRACT: Certain regions within the Western Cape Province are at risk of a moderate intensity
earthquake. It is therefore crucial that infrastructure in these areas be
designed to resist its devastating effect. Numerous types of structural buildings
exist in these seismic prone areas. The most common types are either reinforced
concrete framed buildings with masonry infill or unreinforced masonry
buildings. Many of these buildings predate the existence of the first loading
code of 1989 which provided regulations for seismic design. The previous code
was superseded in 2010 with a code dedicated to providing guidelines for seismic
design of infrastructure. A concern was raised whether these buildings
meet the requirements of the new code. A numerical investigation was performed
on a representative reinforced concrete framed building with masonry
infill to determine whether the building meets the new code’s requirements.
The results from the investigation show that the stresses at critical points in
the columns exceed the codified requirements, thus leading to local failure.
After careful review it was discovered that these local failures in the columns
will most likely lead to global failure of the building.<br>AFRIKAANSE OPSOMMING: In sekere streke in die Wes-Kaap bestaan daar risiko van matige intensiteit
aardbewings. Dit is dus noodsaaklik dat die infrastruktuur in hierdie gebiede
ontwerp word om die vernietigende uitwerking te weerstaan. Gebous
met verskillende tipes strukturele uitlegte kom in hierdie gebied voor. Die
mees algemene struktuur tipe is gewapende beton-raam geboue met baksteen
invol panele sowel as ongewapende baksteen geboue. Baie van hierdie geboue
is gebou voor die eerste las-kode van 1989 wat regulasies vir seismiese ontwerp
voorsien in gebruik geneem is. Die vorige kode is vervang in 2010 met ’n
kode toegewy tot die verskaffing van riglyne vir seismiese ontwerp van infrastruktuur.
Kommer het ontstaan of hierdie geboue voldoen aan die vereistes
van die nuwe kode. ’n Numeriese ondersoek is uitgevoer op ’n verteenwoordigende
gewapende beton geraamde gebou met baksteen panele om te bepaal
of die gebou voldoen aan die nuwe kode vereistes rakende sismiese ontwerp.
Die resultate van die ondersoek toon dat die spanning op kritieke punte in
die kolomme die gekodifiseerde vereistes oorskry, wat tot plaaslike faling lei.
Na verdere onderssoek is dit bepaal dat die plaaslike faling in die kolomme
waarskynlik tot globale faling van die gebou sal lei.
36
Acar, Emre. "Comparison Of Design Codes For Seismically Isolated Structures." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607015/index.pdf.
Full textAbstract:
This study presents information on the design procedure of seismic base isolation systems. Analysis of the seismic responses of isolated structures, which is oriented to give a clear understanding of the effect of base isolation on the nature of the structure<br>and discussion of various isolator types are involved in this work.
Seismic isolation consists essentially of the installation of mechanisms, which decouple the structure, and its contents, from potentially damaging earthquake induced ground motions. This decoupling is achieved by increasing the horizontal flexibility of the system, together with providing appropriate damping. The isolator increases the natural period of the overall structure and hence decreases its acceleration response to earthquake-generated vibrations. This increase in period,together with damping, can reduce the effect of the earthquakes, so that smaller loads and deformations are imposed on the structure and its components.
The key references that are used in this study are the related chapters of FEMA and IBC2000 codes for seismic isolated structures. In this work, these codes are used for the design examples of elastomeric bearings. Furthermore, the internal forces develop in the superstructure during a ground motion is determined<br>and the different approaches defined by the codes towards the &lsquo<br>scaling factor&rsquo<br>concept is compared in this perspective.
37
Foliente, Greg C. "Hysteresis modeling of wood joints and structural systems." Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-09292009-020259/.
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Biddah, Aiman Mahmoud Samy. "Evaluation of the seismic level of protection of steel moment resisting frame building structures." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape11/PQDD_0007/NQ42833.pdf.
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Mendi, H. Evgin. "Evaluation Of Architectural Consciousness And Exploration Of Architecture-based Issues In Seismic Design." Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606480/index.pdf.
Full textAbstract:
The task of &lsquo<br>earthquake resistant design&rsquo<br>of buildings is generally considered as the province of engineering profession. Although there exists considerable number of publications related to seismic design (documentations, articles, theses, books, and earthquake codes), most of them are addressed to structural engineers rather than architects. However, earthquake affects whole building and all professionals involved in construction process should have their own roles and responsibilities for earthquake resistance. This thesis is about the roles and responsibilities of architects for being one of the professionals related to building construction and, particularly, the designers of them. Exposure of the level of awareness of architects related to the importance of their architectural designs having significant effects on seismic performance of buildings, and the level of general knowledge of them related to architecture-based seismic design issues is aimed.
In this thesis, firstly, terminology related to &lsquo<br>earthquake&rsquo<br>phenomena is concisely introduced. Then, the present state of attitudes (interest, awareness and consciousness) of architectural community, architects working in the architectural offices of Ankara, towards earthquake and architecture-based seismic design issues is questioned and evaluated with a survey in the form of questionnaires. The evaluation of the results is presented with the help of statistical software called SPSS.
Finally, the architecture-based issues in seismic design are re-explored and introduced for the use of architects. Thus, general idea or basic knowledge is formed, which is inferred from the survey as being one of the ways to enhance the incorporation of architecture-based seismic design issues into architectural design process.
40
Taftali, Berk. "Probabilistic Seismic Demand Assessment of Steel Frames with Shape Memory Alloy Connections." Diss., Georgia Institute of Technology, 2007. http://hdl.handle.net/1853/16271.
Full textAbstract:
Shape Memory Alloys (SMAs) exhibit the ability to undergo large deformations but can recover permanent strains via heating (shape memory effect) or when stress is removed (superelastic effect). This study evaluates the comparative seismic performance of steel moment resisting frames (SMRFs) with innovative beam-to-column connections that use SMA bars as connecting elements. The performance evaluation studies are based on two types of SMA beam-to-column connections: (1) superelastic SMA connections with recentering capability; (2) martensitic SMA connections with high energy dissipation capacity. Fiber models for these SMA connections are implemented in the OpenSees finite element framework, and are verified against data from full-scale experimental tests that were performed on a prototype SMA connection in previous research at Georgia Tech. Three- and a nine-story model buildings with partially-restrained (PR) moment frames are selected from the SAC Phase II Project as case studies. Non-linear time history analyses on these model buildings, with and without SMA connections, are conducted using suites of ground acceleration records from the SAC Phase II project that represent different seismic hazard levels. Several SMA connections are designed for each structure, and their effect on peak and residual inter-story drift angles, connection rotations, and normalized dissipated hysteretic energy demands are investigated to determine the most suitable design. Finally, the seismic demands on the model buildings with conventional PR and selected SMA connections are evaluated in a probabilistic framework. The resulting seismic demand relationships are used to assess the effectiveness of the SMA connections in enhancing the building performance over a range of demand levels.
The results of this performance evaluation show that the SMA connections are most effective in controlling structural response under high levels of seismic intensity leading to large deformation demands. In particular, the energy dissipating SMA connections are found to be effective in reducing maximum deformation demands, while the recentering SMA connections are more suitable for controlling residual deformations in the structure.
41
Van, Der Kolf Thomas. "The seismic analysis of a typical South African unreinforced masonry structure." Thesis, Stellenbosch : Stellenbosch University, 2014. http://hdl.handle.net/10019.1/86588.
Full textAbstract:
Thesis (MEng)--Stellenbosch University, 2014.<br>ENGLISH ABSTRACT: South Africa has some regions which are susceptible to moderate seismic activity. A peak ground
acceleration of between 0.1g and 0.15g can be expected in the southern parts of the Western
Cape. Unreinforced Masonry (URM) is commonly used as a construction material for 2 to 4
storey buildings in underprivileged areas in and around Cape Town. URM is typically regarded
as the material most vulnerable to damage when subjected to earthquake excitation. In this
study, a three-storey URM building was analysed by applying seven earthquake time-histories,
that can be expected to occur in South Africa, to a finite element model. Experimental data was
used to calibrate the in- and out-of-plane stiffness of the URM. A linear modal dynamic analysis
and non-linear implicit dynamic analysis were performed. The results indicated that tensile
cracking of the in-plane piers was the dominant failure mode. The building relied on the postcracking
capacity to resist the 0.15g magnitude earthquake. It is concluded that URM buildings
of this type are at risk of failure especially if sufficient ductility is not provided. The results
also showed that connection failure must be investigated further. Construction and material
quality will have a large effect on the ability of typical URM buildings to withstand moderate
magnitude earthquakes in South Africa.<br>AFRIKAANSE OPSOMMING: Sekere gebiede in Suid-Afrika het ’n risiko van matige seismiese aktiwiteit. Aardbewings met
maksimum grondversnellings van tussen 0.1g en 0.15g kan in die suidelike gedeeltes van die Wes-
Kaap voorkom. Twee- tot vier-verdieping onbewapende messelwerkgeboue kom algemeen voor
in die lae sosio-ekonomiese gebiede van Kaapstad. Oor die algemeen word onbewapende messelwerkgeboue
as die gebou-tipe beskou wat die maklikste skade opdoen tydens aardbewings. In
hierdie studie is sewe aardbewings, wat tipies in Kaapstad verwag kan word, identifiseer en gebruik
om ’n tipiese drie-verdieping onbewapende messelwerkgebou te analiseer. Eksperimentele
data is gebruik om die materiaaleienskappe in die in-vlak asook uit-vlak rigtings te kalibreer.
Beide ’n liniêre modale en nie-liniˆere implisiete dinamiese analises is uitgevoer. Die resultate dui
daarop dat die dominante falingsmode die kraak van in-vlak messelwerk-tussenkolomme is. Die
gebou moes sy plastiese kapasiteit benut om die 0.15g aardbewing te kan weerstaan. Die gevolgtrekking
is dat dié tipe onbewapende messelwerkgeboue ’n risiko inhou om mee te gee, veral as
genoegsame vervormbaarheid nie verskaf word nie. Die resultate toon ook dat konneksie-faling
verder ondersoek moet word. Kwaliteit van vakmanskap en van materiaal het ’n groot invoed
op die vermoë van onbewapende messelwerkgeboue om aardbewings van matige intensiteit in
Suid-Afrika te weerstaan.
42
Al-Azzawi, Hosam Abdullah. "Strength Tuned Steel Eccentric Braced Frames." PDXScholar, 2019. https://pdxscholar.library.pdx.edu/open_access_etds/4981.
Full textAbstract:
The primary component in eccentrically braced frames (EBF) is the link as its plastic strength controls the design of the frame as well as the entire building within which it is installed. EBFs are the first part of building design and every other component is sized based on the forces developed in the link. Oversized link elements lead to the use of unnecessary materials and can increase construction costs. Additionally, the advantages of using a continuous member of the same depth for both the link and the controller beam (in terms of the cost and the time) motivates researchers to find a way to control the link strength in conventional EBFs. Previous studies on the link-to-column connections in EBF have shown that the links are likely to fail before reaching the required rotation due to fractures at low drift level. Moreover, improving the strength of the links in EBF depends primarily on their ability to achieve target inelastic deformation and to provide high ductility during earthquakes. Therefore, in this study, the concept of tuned link strength properties in EBF, T-EBF, is experimentally introduced as a solution to improve the performance of the link in conventional EBF by cutting out an opening in the link web. Furthermore, a new brace-to-link connection is proposed to bolt the brace member with the link in contrast to the conventional method of welding them. This new idea in continuous beam design was investigated to verify the stability of the tuned eccentrically braced frame, either welded or bolted, with a bracing member. A total of four full-scale cyclic tests were conducted to study the ability of T-EBF to achieve inelastic deformation. The specimens have two different cross sections: W18x76 and W16x67, two different sections where the brace was welded to the link, and two other specimens at different sections where the brace was bolted to the link were examined. The experimental results indicate that the link in T-EBF can achieve high rotation, exceeding 0.15 rad, and an overstrength factor equal to 1.5. Failure involved included web buckling at very high rotation. The T-EBF displayed a very good, non-replaceable ductile link. The experiments were followed by an isotropic kinematic-combined hardening model in the finite element analyses (FEA). The FEA analysis is developed to predict the effect of web opening configuration on the local section stresses and strains and global characteristics of the frame. FEA exhibits good agreement with the experimental results and can capture the inelastic buckling behavior of the sections. The link configuration parameters of the T-EBF were studied extensively on a W18x76 shear link subjected to the 2016 AISC seismic design provisions loading protocol (ANSI/AISC 341-16, 2016). The parametric study also included the performance of a range of wide flange sections. The analysis shows that the reduced web section has effect on the plastic strain in which low plastic strain observed near ends and connections and high at the center of the web. Results also demonstrate that if the shear link is appropriately sized with web opening and intermediate web stiffeners provided, an excellent shear link with high ductility under cyclic loads can be obtained. Changing the configuration of the opening cutout also had a significant effect on reducing the transition zone cracks.
43
Merczel, Daniel Balazs. "Weak storey behaviour of concentrically braced steel frames subjected to seismic actions." Thesis, Rennes, INSA, 2015. http://www.theses.fr/2015ISAR0006/document.
Full textAbstract:
Les contreventements en acier sont des moyens couramment utilisés pour assurer une rigidité latérale et une résistance aux bâtiments en acier, mais aussi aux bâtiments mixtes acierbéton et aux bâtiments en béton armé. La performance sismique des ossatures contreventées a été étudiée par de nombreux auteurs, la plupart concluent que la réponse réelle de ces ossatures peut différer beaucoup de celle des modèles simplifiés préconisés dans les codes dont l’Eurocode 8. En conséquence, pour obtenir un comportement sismique satisfaisant, ces codes peuvent d’être amendés ou même fondamentalement modifiés. Notre travail de thèse se concentre sur l’éventualité d’un comportement dissipatif localisé sur un étage de l’ossature. Les objectifs de la recherche sont les suivants: - Donner une description plus réaliste de la réponse sismique des ossatures contreventées; - Identifier les facteurs contribuant au développement d’un comportement dissipatif localisé sur un étage; - Examiner la performance des ossatures contreventées dimensionnées conformément à l’Eurocode 8; - Identifier les points faibles des règles de l’Eurocode 8 à l’origine de ce comportement insuffisant; - Proposer une méthode de redimensionnement complémentaire à la procédure actuelle de l’Eurocode 8 faisant appel à d’autres critères et vérifier la validité de cette méthode de redimensionnement sur plusieurs exemples d’ossatures démontrant la disparition complète de mécanismes dissipatifs localisés à un ou quelques étages; Afin de pouvoir apprécier l’insuffisance de l’Eurocode 8 à ce sujet, plusieurs bâtiments ont été dimensionnés selon cet Eurocode et ont été testés par des simulations numériques de type analyse dynamique incrémentale. L’évolution du déplacement relatif maximal entre étages (IDR) en fonction de l’augmentation du facteur d’échelle de l’accélération maximale du sol a été calculée à partir des résultats du calcul numérique. Il est constaté que l’apparition d’étages faibles dans les ossatures contreventées a une nature, progressive et autoamplifiante. La description précise du comportement fournit la possibilité d’une analyse critique des parties correspondantes de l’Eurocode 8 et de proposer une méthode de redimensionnement que nous avons appelé Robust Seismic Brace Design (RSBD). L’idée centrale de la méthode repose sur la nécessité d’utiliser un modèle inélastique d’analyse de la structure à la place du modèle élastique initial. Deux critères essentiels sont introduits dont l’objectif premier est de mieux répartir la dissipation en empêchant la réalisation d’un mécanisme local. Les performances des bâtiments renforcés sont sans exception meilleures que celles des bâtiments originaux; donc la méthode Robust Seismic Brace Design est une bon complément à la procédure de l’Eurocode 8 pour la conception parasismique des ossatures contreventées<br>The concentric steel bracing is a commonly used way of providing lateral stiffness and resistance in both steel, composite and even concrete multi-storey framed buildings. Also it is an alternative for seismic retrofitting. The seismic performance of concentrically braced frames has been investigated by numerous authors during the past decades as several issues have been identified either related to the actual response, or the seismic design procedure implemented by standards such as the Eurocode 8. The topics are various, e.g. the cyclic dissipative behaviour of axially loaded braces, innovative bracing arrangements and members, controversial requirements imposed on the same members, localization of inelastic deformations related to the so called weak storey behaviour. The conclusion of most of the prior research conducted on the seismic performance of braced steel frames is that the actual response of a braced building differs from that of a simplified model applied by corresponding codes. Consequently, to safeguard satisfactory seismic behaviour, the Eurocode 8 standard in particular needs to be modified or amended. In order to confine the addressed topic to a size that may be discussed sufficiently in the frame of a PhD research, in the present thesis primarily the weak storey behaviour is looked into. The objectives of the research are: - Provide a better description of the seismic response of concentrically braced frames; - Identify the factors contributing to the development of weak storeys; - Investigate the performance of braced buildings designed according to Eurocode 8; - Identify the reasons why the Eurocode 8 designs are found usually inadequate; - Propose a new design method or additional criteria to the existing Eurocode 8 procedure and verify their viability by providing designs that successfully counteract seismic actions without the development of weak storeys; In the dissertation it is demonstrated by the incremental dynamic analysis of several braced frames that the Eurocode 8 provisions do not provide satisfactory designs. The examination of the responses of the designs is used to characterize the behaviour. It is found that the occurrence of weak storeys in braced frames has a specific, gradual, self-amplifying nature. By further analysis of the seismic responses, proof is given to the existence of this specific behaviour. The better description of the behaviour provides the possibility of a critical analysis of the corresponding parts of Eurocode 8 and the basis of the Robust Seismic Brace Design method criteria. These criteria are related to the anticipated inelastic seismic response of braced frames, and with their application in design weak storeys can be easily recognized and reinforced. The performances of the reinforced buildings are without exception better than that of the original Eurocode 8 designs; therefore the Robust Seismic Brace Design method is found to be a good alternative of the Eurocode 8 procedure for the seismic design of concentrically braced frames
44
Monir, Habib Saeed. "A new energy absorber for earthquake resistant buildings." Thesis, City University London, 2001. http://openaccess.city.ac.uk/8283/.
Full textAbstract:
The research work which has been reported in this thesis is associated with the design of an energy absorbing device. The device as well as being capable to absorb high amount of energy, possess all the necessary properties of a structural member. Most energy absorbing devices have not the necessary conditions to be used as a structural members. Their problems have been demonstrated in chapter 1 and chapter 3 of the this thesis. In order to overcome these problems an alternative kind of energy absorbing device, has been proposed. The inversion of tubes has been proposed as the basic of the work. This is a wellknown energy-absorbing principle and has been widely used in industry and many mechanical engineering cases as the basic of design. However, the device has some disadvantages and these required improvement. The following steps have been taken to improve the energy absorbing characteristics: 1- Normally the energy absorbing capacity of the device is limited due to buckling. This problem has been improved by including an adhesive within the device. 2- The second problem in this energy-absorbing device is that its elastic stiffness is very low and this is unacceptable for a structural member. The elastic stiffness has been improved by forming a stiff shell at the top of the tube. 3- The device undergoes a significant change in length during the energy absorbing process and if it is not compensated in some way, the device will be useless in the subsequent cycles of vibration. A special mechanism has been installed in the device to solve this problem. This enables the deformation to be compensated after the absorption process. Two major applications for the device have been considered to be studied in the thesis: First because of its special response at high speed loading, it has been installed in a simply supported framework. The middle member of this framework has been replaced by the energy absorbing device and the behaviour of the framework has been analysed under an explosive load. In order to determine the advantages of the installation of this device in a framework, this framework has also been analysed without the inclusion of the device. The comparison of these results showed that when the framework is equipped with the absorber, a great reduction in the forces and strains of the members of the framework have been achieved. The framework has become 2.5 times stronger, when just one device was used in the frame. In the second application of the device, its behaviour has been studied as an absorber of a first soft story method. The first soft story is one of the ideas which has been presented for the isolation of buildings from earthquake effects, however, no proper absorber has been suggested to be used in this method. This device has an excellent performance in this regard, because of its shortening ability and its compact form along with its high energy absorbing capacity. Two energy absorbing devices were inserted in the braces of a single degree freedom structure and subjected to a high rate base acceleration. For a comparison, the behaviour of the frame, when it was not equipped with the devices, was also analysed. The results indicated that by the inclusion of the absorber, the acceleration has been decreased more than three times. The forces in the members were also three times less than the frame without the device. Finally, the behaviour of a multi story building has been examined when it was equipped with two energy absorbing device in the braces of the first floor. The results showed that a great reduction in the accelerations, velocities and also the forces and moments has been achieved, as was the case in the previous example. By using this absorber in the braces, the accelerations and velocities were four times less than the case which the frame did not include any absorber. In simple words, this energy absorber is similar to the dampers, which are used in the vehicles to reduce vibrations, but with this difference that the dampers in the car are active all the time while this damper is activated only when a high rate loading is applied.
45
Sabbagh, Alireza Bagheri. "Cold-formed steel elements for earthquake resistant moment frame buildings." Thesis, University of Sheffield, 2011. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.548557.
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Luchs, James Kenneth. "Earthquake resistant submarine drydock block system design." Thesis, Cambridge, Massachusetts : Massachusetts Institute of Technology, 1988. http://hdl.handle.net/10945/23021.
Full textAbstract:
CIVINS<br>This thesis develops a 3-degree of freedom submarine drydock blocking system computer aided design package. Differential equations of motion are developed to take into account high blocking systems, wale shores, and side block cap angles. The computer program is verified by a case study involving the earthquake sliding failure of the USS Leahy (CG-16). A parametric study is conducted to determine the effects of wale shores, isolators, and block stiffness and geometry variations on system survivability. The effects of using earthquake acceleration time histories with differing frequency spectrums on system survivability is studied. None of eleven submarine drydock blocking systems studied survive to dry dock failure (0.26 g's) or even meet the Navy's current 0.2 g survival requirement. This shows that current Navy submarine drydock blocking systems are inadequate to survive expected earthquakes. Two design solutions are found that meet the dry dock failure requirements. The low stiffness solution uses dynamic isolators and rubber caps, and the high stiffness solution uses wale shores and rubber caps. The wale shore solution virtually prevents the submarine from moving horizontally relative to the dock floor. The isolator solution allows relatively large horizontal displacements to occur. Using the wale shore solution, the submarine experiences forces which are an order of magnitude higher than these seen by the isolator solution. Both design solutions can be constructed; however, there are cost and production interference concerns. Theses. (edc)
47
Marquez, Danilo Carleton University Dissertation Engineering Civil and Environmental. "Earthquake resistant design of liquid storage tanks." Ottawa, 1996.
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Pilakoutas, Kypros. "Earthquake resistant design of reinforced concrete walls." Thesis, Imperial College London, 1990. http://hdl.handle.net/10044/1/7215.
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Majid, Taksiah A. "Structural pounding of an adjacent building under dynamic loading." Thesis, University of Liverpool, 1996. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.263904.
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Carabbio, Raffaele. "Semi-engineered earthquake-resistant structures: one-storey buildings made with Bhatar construction technique." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2017. http://amslaurea.unibo.it/12584/.
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After the 2005 M7.6 Kashmir earthquake (Pakistan), field observations reported that several buildings manufactured with traditional techniques well resisted to this strong seismic event. Nonetheless, these techniques have never been deeply studied from a structural engineering point of view yet.
This thesis reports a full analytical study on the static and seismic behavior of simple one-storey buildings made with a typical construction technique commonly named as “Bhatar” system, used for several centuries and widely diffused in rather remote areas of the Himalayan regions like India, Nepal and Pakistan.
The Bhatar system consists of load-bearing walls made of common dry-stacked rubble stone masonry held together by horizontal wooden bands disposed at several levels (spaced at intervals of about 60 cm). It is widely adopted in developing countries due to its advantages from both economical and constructive point of view with respect to the conventional constructions techniques (i.e. brick masonry and concrete structures).
In the present work, analytical analyses are conducted with reference to a one-storey building modulus characterized by a 3.6 m x 3.6 m square plan covered by an heavy wooden roof with 20 cm thick earth coverage, in order to investigate its response under both gravity and seismic inertial loadings. In detail, in-plane and out-of-plane response of a single wall under horizontal actions is discussed and particular attention is focused on the connections between the timber elements, which are fundamental for the transmission of the horizontal actions and for preventing overturning and other failure mechanisms.
The main aim is twofold: (i) to provide a first insight into the actual seismic response of such construction technique, as a basis for the specific design of ad-hoc laboratory tests on full-scale models, and (ii) to give some rules of thumb for a proper dimensioning and construction of this kind of structures.