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1
Harry, Ofonime Akpan. "Behaviour of reinforced concrete frame structure against progressive collapse." Thesis, University of Edinburgh, 2018. http://hdl.handle.net/1842/29623.
Full textAbstract:
A structure subjected to extreme load due to explosion or human error may lead to progressive collapse. One of the direct methods specified by design guidelines for assessing progressive collapse is the Alternate Load Path method which involves removal of a structural member and analysing the structure to assess its potential of bridging over the removed member without collapse. The use of this method in assessing progressive collapse therefore requires that the vertical load resistance function of the bridging beam assembly, which for a typical laterally restrained reinforced concrete (RC) beams include flexural, compressive arching action and catenary action, be accurately predicted. In this thesis, a comprehensive study on a reliable prediction of the resistance function for the bridging RC beam assemblies is conducted, with a particular focus on a) the arching effect, and b) the catenary effect considering strength degradations. A critical analysis of the effect of axial restraint, flexural reinforcement ratio and span-depth ratio on compressive arching action are evaluated in quantitative terms. A more detailed theoretical model for the prediction of load-displacement behaviour of RC beam assemblies within the compressive arching response regime is presented. The proposed model takes into account the compounding effect of bending and arching from both the deformation and force points of view. Comparisons with experimental results show good agreement. Following the compressive arching action, catenary action can develop at a much larger displacement regime, and this action could help address collapse. A complete resistance function should adequately account for the catenary action as well as the arching effect. To this end, a generic catenary model which takes into consideration the strength degradation due to local failure events (e.g. rupture of bottom rebar or fracture of a steel weld) and the eventual failure limit is proposed. The application of the model in predicting the resistance function in beam assemblies with strength degradations is discussed. The validity of the proposed model is checked against predictions from finite element model and experimental tests. The result indicate that strength degradation can be accurately captured by the model. Finally, the above developed model framework is employed in investigative studies to demonstrate the application of the resistance functions in a dynamic analysis procedure, as well as the significance of the compressive arching effect and the catenary action in the progressive collapse resistance in different designs. The importance of an accurate prediction of the arching effect and the limiting displacement for the catenary action is highlighted.
2
Ciftci, Guclu Koray. "Nonlinear Analysis Of Reinforced Concrete Frame Structures." Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615549/index.pdf.
Full textAbstract:
Reinforced concrete frames display nonlinear behavior both due to its composite nature and
the material properties of concrete itself. The yielding of the reinforcement, the non-uniform
distribution of aggregates and the development of cracks under loading are the main
reasons of nonlinearity. The stiffness of a frame element depends on the combination of the
modulus of elasticity and the geometric properties of its section - area and the moment of
inertia. In practice, the elastic modulus is assumed to be constant throughout the element
and the sectional properties are assumed to remain constant under loading.
In this study, it is assumed that the material elasticity depends on the reinforcement ratio and
its distribution over the section. Also, the cracks developing in the frame element reduces the
sectional properties. In case of linear analysis, the material and sectional parameters are
assumed to be constant. In practice, the modulus of elasticity E is a predefined value based
on previous experiments and the moment of inertia I is assumed to be constant throughout
the analysis. However, in this study, E and I are assumed to be combined. In other words,
they cannot be separated from each other throughout the analysis. These two parameters
are handled as a single parameter as EI . This parameter is controlled by the reinforcement
ratio and its configuration, sectional properties and deformation of the member.
Two types of analysis, namely a sectional and a finite element analyses, are used in this
study. From the sectional analysis, the parameter EI is calculated based on the sectional
geometry, material properties and the axial load applied on the section. The parameter EI is
then used in the finite element analysis to calculate the sectional forces and the nodal
displacements. For the nonlinear analysis, the Newton-Raphson iterative approach is
followed until convergence is obtained.
3
Al, Mamun Abdullah. "Seismic Damage Assessment of Reinforced Concrete Frame Buildings in Canada." Thesis, Université d'Ottawa / University of Ottawa, 2017. http://hdl.handle.net/10393/36188.
Full textAbstract:
The emphasis on seismic design and assessment of reinforced concrete (RC) frame structure has shifted from force-based to performance-based design and assessment to accommodate strength and ductility for required performance of building. RC frame structure may suffer different levels of damage under seismic-induced ground motions, with potentials for formation of hinges in structural elements, depending on the level of stringency in design. Thus it is required to monitor the seismic behaviour and performance of buildings, which depend on the structural system, year of construction and the level of irregularities in the structural system. It is the objective of the current research project to assess seismic performance of RC frame buildings in Canada, while developing fragility curves as analytical tools for such assessment. This was done through dynamic inelastic analysis by modelling selected building structures and using PERFORM-3D as analysis software, while employing incremental dynamic analysis to generate performance data under incrementally increasing seismic intensity of selected earthquake records. The results lead to probabilistic tools to assess the performance of buildings designed following the National Building Code of Canada in different years of construction with and without irregularities. The research consists of three phases; i) regular buildings designed after 1975, ii) regular buildings designed prior to 1975, and iii) irregular buildings designed prior to 1975. The latter two phases address older buildings prior to the development of modern seismic building codes. All three phases were carried out by selecting and designing buildings in Ottawa, representing the seismic region in eastern Canada, as well as buildings in Vancouver, representing the seismic region in western Canada. Buildings had three heights (2; 5; and 10-stories) to cover a wide range of building periods encountered in practice. The resulting fragility curves indicated that the older buildings showed higher probabilities of exceeding life safety and/or collapse prevention performance levels. Newer buildings showed higher probabilities of exceeding target performance levels in western Canada than those located in the east.
4
Biddah, Ashraf Mahmoud Samy. "Seismic behaviour of existing and rehabilitated reinforced concrete frame connections." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp03/NQ30074.pdf.
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5
Manatakos, Kyriakos 1960. "Behaviour and design of reinforced concrete core-slab-frame structures." Thesis, McGill University, 1996. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=42088.
Full textAbstract:
This dissertation examines the response and design of reinforced concrete core-slab-frame structures subjected to monotonically increasing earthquake and gravity loads throughout the entire load range until failure, presenting findings from three separate studies by Manatakos and Mirza (1995) continuing the M. Eng. thesis research by Manatakos (1989). A typical building is selected consisting of a central core substructure composed of elevator, staircase and infilled slab cores, with coupling and lintel beams, and surrounding slabs joining to a frame substructure composed of slab-band girders, slabs and columns.Stage 1 concentrates on the elastic response and Stage 3 examines the nonlinear response of the core-slab-frame structure considering the effects of cracking and crushing of concrete, strain-hardening of the reinforcement, and tension-stiffening. Analyses involve three-dimensional elastic and nonlinear finite element modeling techniques of the structure to investigate the contribution and influence of the various structural components. The structural response is examined for the deformations, the concentrated reinforcement strains and concrete stresses in the cores, the force and stress distributions in the structural members, and the failure mode.
Stage 2 focuses on the design and detailing of the core-slab-frame structure following seismic provisions of building code requirements for reinforced concrete structures where applicable as given in the CSA Standard CAN3-A23.3-MS4 (1984), the ACI Standard ACI 318M-83 (1983) and the New Zealand Standard NZS3101 (1982). Assumptions made in the conventional design procedures and any shortcomings encountered are examined. Suitable design procedures and reinforcement details are suggested where no provisions exist in the codes.
Findings demonstrate complex three-dimensional interaction among the cores, beams, slabs and frames in resisting the lateral and gravity loads, and show considerable strength, ductility and energy absorption capability of the structure. Critical areas for design include the joints and junctions near the vicinity of core wall-slab-beams ends and corners. Plastic hinging extends over the lower 2.5% to 33% height of the structure with the majority of inelastic action and damage concentrated in the bottom 10% to 15% height, predicting an ultimate load of 3.4 to 5.9 times the design earthquake load with top drifts of the structure between 750 mm to 1375 mm.
6
Manatakos, Kyriakos. "Behaviour and design of reinforced concrete core-slab-frame structures." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp02/NQ30330.pdf.
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7
Baran, Mehmet. "Precast Concrete Panel Reinforced Infill Walls For Seismic Strengthening Of Reinforced Concrete Framed Structures." Phd thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/3/12606137/index.pdf.
Full textAbstract:
The importance of seismic rehabilitation became evident with 1992 Erzincan Earthquake, after which a large number of reinforced concrete buildings damaged in recent earthquakes required strengthening as well as repair. In the studies related
to rehabilitation, it has been realized that inadequate lateral stiffness is one of the major causes of damage in reinforced concrete buildings. Recently, economical, structurally effective and practically applicable seismic retrofitting techniques are being developed in METU Structural Mechanics Laboratory to overcome these kinds of problems.
The strengthening technique proposed in this thesis is on the basis of the principle of strengthening the existing hollow brick infill walls by using high strength precast concrete panels such that they act as cast-in-place concrete infills
improving the lateral stiffness. Also, the technique would not require evacuation of the building and would be applicable without causing too much disturbance to the occupant. For this purpose, after two preliminary tests to verify the proper
functioning of the newly developed test set-up, a total of fourteen one-bay two story reinforced concrete frames with hollow brick infill wall, two being unstrengthened reference frames, were tested under reversed cyclic lateral loading
simulating earthquake loading. The specimens were strengthened by using six different types of precast concrete panels. Strength, stiffness, energy dissipation and story drift characteristics of the specimens were examined by evaluating the test results. Test results indicated that the proposed seismic strengthening technique can be very effective in improving the seismic performance of the reinforced
concrete framed building structures commonly used in Turkey.
In the analytical part of the study, hollow brick infill walls strengthened by using high strength precast concrete panels were modelled once by means of equivalent
diagonal struts and once as monolithic walls having an equivalent thickness. The experimental results were compared with the analytical results of the two approaches mentioned. On the basis of the analytical work, practical recommendations were made for the design of such strengthening intervention to be executed in actual practice.
8
Haselton, Curt B. Deierlein Gregory G. "Assessing seismic collapse safety of modern reinforced concrete moment-frame buildings." Berkeley, Calif. : Pacific Earthquake Engineering Research Center, 2008. http://nisee.berkeley.edu/elibrary/Text/200803261.
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9
Han, Mengyu. "Application of Base Isolation Systems to Reinforced Concrete Frame Buildings." Thesis, Université d'Ottawa / University of Ottawa, 2017. http://hdl.handle.net/10393/35722.
Full textAbstract:
Seismic isolation systems are widely used to protect reinforced concrete (RC) structures against the effects of strong ground motions. After a magnitude 6.6 earthquake, the outpatient building of Lushan People’s hospital in China remained in good condition due to the seismic isolation technology, while the non-isolated older outpatient building nearby experienced major damage. The building provides a good opportunity to study and assess the contribution of isolation systems to seismic performance of RC structures. In the current research project, the isolated outpatient building was modelled and analyzed using computer software SAP2000. The post-yield behaviour of the structure was modelled by assigning multi-linear plastic links to frame objects. The rubber isolators were represented by rubber isolator link elements, assigned as a single joint element between the ground and the superstructure. The isolated structure was subjected to four earthquake records with increasing intensity. The performances of the isolated structure were compared with those of the fixed-base structures in terms of lateral inter-storey drifts, peak absolute floor accelerations, and residual drifts. The laminated rubber bearings, the high damping isolation devices, composed of rubber bearings and viscous dampers, and the hybrid isolation system of rubber bearings and friction pendulum bearings were analysed. The effectiveness of the three base isolation systems considered in enhancing structural performance was investigated. The results show the level of improvement attained in seismic response by each system. They also illustrate that the rubber bearings coupled with friction pendulum bearings produce the best drift control without causing excessive horizontal displacements at the base level and without adversely affecting floor accelerations.
10
Beason, Lauren Rae. "Seismic vulnerability of older reinforced concrete frame structures in Mid-America." Thesis, Texas A&M University, 2004. http://hdl.handle.net/1969.1/370.
Full textAbstract:
This research quantifies the seismic vulnerability of older reinforced concrete frame structures located in Mid-America. After designing a representative three-story gravity load designed reinforced concrete frame structure, a nonlinear analytical representation was used evaluate inter-story drift demands from simulated earthquake time histories that were representative for the region. Limit state story drift capacities were identified for FEMA 273 guidelines, nonlinear pushover analyses, and incremental dynamic analyses. Integrating these two quantities allowed for the creation of fragility curves which relates the probability of exceeding a particular limit state given an imposed spectral acceleration at the fundamental building period. These curves were then used to evaluate the seismic vulnerability of the representatively designed structure. The structure as originally designed was found to be inadequate to resist large lateral loading that would be typical for the Memphis area. So structural retrofit performed by increasing the column-to-beam strength ratio was evaluated by increasing the strength of the column members in the analytical model. The first retrofit raised the column-to-beam strength ratio to 1.2, which is currently required by the ACI code provisions. The second retrofit raised the column-to-beam strength ratio to 1.8, as suggested in previous studies. The story capacity, demand, and fragility curves were once again created for these retrofitted structures. Comparison of these fragility curves is discussed in relation to the retrofit strategy of column strengthening for older reinforced concrete frame structures in Mid-America.
11
Liu, Aizhen. "Seismic assessment and retrofit of pre-1970s reinforced concrete frame structures." Thesis, University of Canterbury. Civil Engineering, 2001. http://hdl.handle.net/10092/7569.
Full textAbstract:
The seismic assessment of an existing reinforced concrete building designed to pre-1970s codes during a major earthquake focuses on investigating the global post-elastic responses of the building. The global post-elastic response of a reinforced concrete building can be studied based on the local post-elastic behaviour of the individual structural components.
In this study, simulated seismic loading tests were conducted on as-built reinforced concrete beam-column joint sub assemblages in order to obtain the information on the post-elastic behaviour of as-built reinforced concrete components. Simulated seismic loading tests included two as-built full-scale interior beam-column joint units, four as-built full-scale exterior beam - column joint units and one retrofitted as-built exterior beam-column joint unit. The as-built test units contained the plain round longitudinal reinforcement and had the reinforcing details typical of an existing reinforced concrete structure constructed in the late 1950s in New Zealand.
The two as-built interior beam-column joint units, Unit 1 and Unit 2, were identical. Unit 1 was tested with zero column axial load and Unit 2 was tested with a compressive column axial load of 0.12Agfc'. According to the current codes, the two as-built interior beam-column joint units would develop premature shear failure in the joints, beams and columns. Both units when tested showed that, unlike the conclusion reached by the theoretical assessment using the current code method, the premature shear failure was precluded in the joint and members of the test units. For both units, the post-elastic behaviour of the reinforced concrete components was limited to the fixed-ends at the beam-column interfaces of the members, and it was in the form of a major flexural crack at the beam-column interfaces. Due to the plain round longitudinal reinforcement used, severe bond slip along the plain round longitudinal reinforcement occurred within and adjacent to the joint, resulting in significantly degrading flexural behaviour at the beam column interfaces of the members. For both units tested, the available structural stiffness and strength were low, especially the stiffness, and the degradation of the stiffness and strength was significant. Column bar buckling was also apparent, especially when the compressive axial load was present in the column.
The four as-built exterior beam-column joint units, Units EJ1 to EJ4, were identical except for the beam bar hook details in the exterior columns. Identical units EJ1 and EJ3 had the beam bar hooks bent away from the joint cores. Identical units EJ2 and EJ4 had the beam bar hooks bent away from the joint cores. Units EJ1 and EJ2 were tested with zero column axial load but Units EJ3 and EJ4 were tested with a compressive column axial load of about O.25Agfc' present. The retrofitted unit was the original as-built unit EJ1 with the beam bar hooks bent away from the joint core, and the retrofit was achieved by wrapping the column areas immediately above and below the joint core using fibre-glass after tested to test an alternative force path across the joint core. According to the current code method, the premature shear failure would occur in the joint of Unit EJ1 and in the beams of all the four as-built exterior beam-column joint units. Examination of the member force transfer across the joint showed that effective column transverse confinement within the beam bar hook range was critical in restraining the opening of the beam bar hooks and actuating the force transfer across the joint core, and an alternative force path across the joint core, in the case of the beam bar hooks bent away from the joint core in the exterior columns, could be actuated if sufficient column confinement above and below the joint core was available.
The as-built units when tested with zero axial column load demonstrated very poor force strength and stiffness behaviour. The final failures were dominated by the concrete tension cracking along the outer layer of column main bars adjacent to the joint core, which was initiated by the interaction between the opening of the beam bar hooks and the column bar buckling, irrespective of the beam bar hook details. The configuration of the beam bar hooks bent into the joint core was found to result in better seismic performance compared to that with the beam bar hooks bent away from the joint core in the case of zero axial column load and small amount of column transverse reinforcement provided. The as-built units when tested with constant compressive axial column load of about 0.25Agfc’; present demonstrated that the presence of compressive axial column load totally prevented the concrete tension cracking along the beam bar hooks, and the post-elastic behaviour of the test units was limited to the fixed-ends of the beams, in the form of a big beam fixed-end rotation. Generally, the compressive column axial load greatly improved the overall stiffness and force strength of the units. In this case the effects of different beam bar hook details on the seismic performance of the as-built exterior beam-column joint units became very insignificant. The test on the retrofitted as-built unit showed that fibre-glass jacketing in the column areas adjacent to the joint core restrained the opening of the beam bar hook and actuated the postulated alternative the force transfer path across the joint when the axial column load was low, leading to much improved stiffness and force strength performance.
Overall, for the as-built reinforced concrete members reinforced by plain round longitudinal reinforcement, the post-elastic seismic behaviour was governed by the degrading flexural behaviour at the member fixed-end at the beam-column interfaces, in the form of big fixed-end rotations. A rotational ductility factor at the fixed-end, rather than a curvature ductility factor associated with a plastic hinge length, became a more useful index to the member post-elastic flexural deformation. Member flexural strength and stiffness were lower than the theoretical estimations, and they were significantly influenced by the force transfer mechanism across the joint core. Typically, the compressive column axial load at the same joint resulted in much improved flexural behaviour at the beam fixed-end. Based on the test evidence, a method was tentatively proposed for allowing for the beneficial effect on the member flexural behaviour at the fixed-end of the compressive axial load on the transverse members at the same joint.
After obtaining the information on the post-elastic behaviour of as-built structural components, non-linear static and dynamic analyses were conducted for the subject building represented by the as-built test units. The non-linear static analysis showed that the earthquake-resisting capacity of similar structures do not satisfy the current design code requirements, a failure mechanism was very unlikely to form and the local member deformation capacity limited the structural performance during a major earthquake. No structural ductility can be relied on and the structural assessment has to be based on elastic response. Allowance for the masonry infills meant that the structural earthquake-resistant capacity was more inadequate. In this case, a soft storey failure mechanism could form, no ductility can be relied on. The non-linear dynamic analysis conducted for the subject building showed that similar existing reinforced concrete structures would survive during an earthquake with similar characteristics and magnitudes to the 1940 El Centro NS record.
12
Hertanto, Eric. "Seismic Assessment of Pre-1970s Reinforced Concrete Structure." Thesis, University of Canterbury. Civil Engineering, 2005. http://hdl.handle.net/10092/1120.
Full textAbstract:
Reinforced concrete structures designed in pre-1970s are vulnerable under earthquakes due to lack of seismic detailing to provide adequate ductility. Typical deficiencies of pre-1970s reinforced concrete structures are (a) use of plain bars as longitudinal reinforcement, (b) inadequate anchorage of beam longitudinal reinforcement in the column (particularly exterior column), (c) lack of joint transverse reinforcement if any, (d) lapped splices located just above joint, and (e) low concrete strength. Furthermore, the use of infill walls is a controversial issue because it can help to provide additional stiffness to the structure on the positive side and on the negative side it can increase the possibility of soft-storey mechanisms if it is distributed irregularly. Experimental research to investigate the possible seismic behaviour of pre-1970s reinforced concrete structures have been carried out in the past. However, there is still an absence of experimental tests on the 3-D response of existing beam-column joints under bi-directional cyclic loading, such as corner joints. As part of the research work herein presented, a series of experimental tests on beam-column subassemblies with typical detailing of pre-1970s buildings has been carried out to investigate the behaviour of existing reinforced concrete structures. Six two-third scale plane frame exterior beam-column joint subassemblies were constructed and tested under quasi-static cyclic loading in the Structural Laboratory of the University of Canterbury. The reinforcement detailing and beam dimension were varied to investigate their effect on the seismic behaviour. Four specimens were conventional deep beam-column joint, with two of them using deformed longitudinal bars and beam bars bent in to the joint and the two others using plain round longitudinal bars and beam bars with end hooks. The other two specimens were shallow beam-column joint, one with deformed longitudinal bars and beam bars bent in to the joint, the other with plain round longitudinal bars and beam bars with end hooks. All units had one transverse reinforcement in the joint. The results of the experimental tests indicated that conventional exterior beam-column joint with typical detailing of pre-1970s building would experience serious diagonal tension cracking in the joint panel under earthquake. The use of plain round bars with end hooks for beam longitudinal reinforcement results in more severe damage in the joint core when compared to the use of deformed bars for beam longitudinal reinforcement bent in to the joint, due to the combination of bar slips and concrete crushing. One interesting outcome is that the use of shallow beam in the exterior beam-column joint could avoid the joint cracking due to the beam size although the strength provided lower when compared with the use of deep beam with equal moment capacity. Therefore, taking into account the low strength and stiffness, shallow beam can be reintroduced as an alternative solution in design process. In addition, the presence of single transverse reinforcement in the joint core can provide additional confinement after the first crack occurred, thus delaying the strength degradation of the structure. Three two-third scale space frame corner beam-column joint subassemblies were also constructed to investigate the biaxial loading effect. Two specimens were deep-deep beam-corner column joint specimens and the other one was deep-shallow beam-corner column joint specimen. One deep-deep beam-corner column joint specimen was not using any transverse reinforcement in the joint core while the two other specimens were using one transverse reinforcement in the joint core. Plain round longitudinal bars were used for all units with hook anchorage for the beam bars. Results from the tests confirmed the evidences from earthquake damage observations with the exterior 3-D (corner) beam-column joint subjected to biaxial loading would have less strength and suffer higher damage in the joint area under earthquake. Furthermore, the joint shear relation in the two directions is calibrated from the results to provide better analysis. An analytical model was used to simulate the seismic behaviour of the joints with the help of Ruaumoko software. Alternative strength degradation curves corresponding to different reinforcement detailing of beam-column joint unit were proposed based on the test results.
13
Parsa, Amanullah. "EFFECT OF BUILDING ORIENTATION ON STRUCTURAL RESPONSE OF REINFORCED CONCRETE MOMENT RESISTING FRAME STRUCTURES." OpenSIUC, 2020. https://opensiuc.lib.siu.edu/theses/2698.
Full textAbstract:
In time history analysis of structures, the geometric mean of two orthogonal horizontal components of ground motion in the as-recorded direction of sensors, have been used as measure of ground motion intensity prior to the 2009 NEHRP provision. The 2009 NEHRP Provisions and accordingly the seismic design provisions of the ASCE/SEI 7-10, modified the definition of ground motion intensity measure from geometric mean to the maximum direction ground motion, corresponding to the direction that results in peak response of the oscillator. Maximum direction response spectra are assumed to envelope the range of maximum possible responses over all nonredundant rotation angles. Two assumptions are made in the use maximum ground motion as the intensity measure: (1) the structure’s strength and stiffness properties are identical in all directions and (2) azimuth of the maximum spectral acceleration coincides with the one of the principal axes of the structure. The implications of these assumptions are examined in this study, using 3D computer models of multi-story structures having symmetric and asymmetric layouts and elastic vibration period of 0.2 second and 1.0 second subjected to a set of 25 ground-motion pairs recorded at a distance of more than 20 km from the fault. The influence of the ground-motion rotation angle on structural response (here lateral displacement and story drift) is examined to form benchmarks for evaluating the use of the maximum direction (MD) ground motions. The results of this study suggest that while MD ground motions do not always result in largest structural response, they tend to produce larger response than the as-recorded ground motions. On the other hand, more research on non-linear seismic time history analysis is recommended, especially for asymmetric layout plan buildings.
14
Magnanini, Nicola. "Seismic retrofit of a reinforced concrete building placed in L'Aquila." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2012. http://amslaurea.unibo.it/4778/.
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15
Mercer, Colin Douglas. "An analytical model for the seismic analysis of reinforced concrete frame structures." Doctoral thesis, University of Cape Town, 1988. http://hdl.handle.net/11427/8308.
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Includes bibliographical references.The thesis is concerned with developing an analytical model to describe the cyclic behaviour of reinforced concrete members. The mechanisms which are important in the behaviour of members dominated by flexural deformations are identified. They include bar-slippage due to deterioration of the bond between the steel and concrete, the crack opening and closing criterion, and the cyclic response of steel and concrete. All these mechanisms are incorporated in an analytical model based on a layered beam approach. The model is developed for a member in double curvature bending and consists of two inelastic zones on either side of a central elastic zone. The bar-slippage which occurs in the beam-column joint is included at the ends of the beam model. A linear bending moment distribution is assumed along the beam. The moment-curvature relationship is calculated in the inelastic zones; the curvature is then integrated along the inelastic zone to determine the displacements. Damage measures with an objective of predicting the onset of failure are also proposed. The implementation of the model into a frame analysis computer program is discussed. Special attention is devoted to the solution strategies and numerical algorithms employed in the computer program. The model is shown to perform satisfactorily when compared to experimental results. A simplified analytical model which approximates the concrete with only two layers is also presented. The simplified model is shown to predict the response as competently as a model with far more concrete layers; however, the computational time for the simplified model is significantly less.
16
El-Amoury, Tarek Abbas Ghobarah Ahmed. "Seismic rehabilitation of concrete frame beam-column joints /." *McMaster only, 2004.
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17
Ozcelik, Ramazan. "Seismic Upgrading Of Reinforced Concrete Frames With Structural Steel Elements." Phd thesis, METU, 2011. http://etd.lib.metu.edu.tr/upload/12613450/index.pdf.
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This thesis examines the seismic internal retrofitting of existing deficient reinforced concrete
(RC) structures by using structural steel members. Both experimental and numerical studies
were performed. The strengthening methods utilized with the scope of this work are chevron
braces, internal steel frames (ISFs), X-braces and column with shear plate. For this purpose,
thirteen strengthened and two as built reference one bay one story portal frame specimens
having 1/3 scales were tested under constant gravity load and increasing cyclic lateral
displacement excursions. In addition, two ½scaled three bay-two story frame specimens strengthened with chevron brace and ISF were tested by employing continuous pseudo dynamic testing methods. The test results indicated that the cyclic performance of the Xbrace and column with shear plate assemblage technique were unsatisfactory. On the other hand, both chevron brace and ISF had acceptable cyclic performance and these two techniques were found to be candidate solutions for seismic retrofitting of deficient RC structures. The numerical simulations by conducting nonlinear static and dynamic analysis were used to estimate performance limits of the RC frame and steel members. Suggested strengthening approaches, chevron brace and ISF, were also employed to an existing five story case study RC building to demonstrate the performance efficiency. Finally, design approaches by using existing strengthening guidelines in Turkish Earthquake Code and ASCE/SEI 41 (2007) documents were suggested.
18
Lin, Wesley Wei-chih. "Modelling Effects Of Insufficient Lap Splices On A Deficient Reinforced Concrete Frame." Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615584/index.pdf.
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assessed and strengthened. Performance evaluation of deficient buildings has become a major concern due to devastating earthquakes in the past. In order to justify new provisions in design and assessment codes, experiments and analyses are inherently necessary.
In this thesis study, investigations into the behaviour of two deficient reinforced concrete frames built at Middle East Technical University&rsquos Structural and Earthquake Laboratory and tested via pseudo-dynamic tests were made. These frames were modelled on the OpenSees platform by following methods of analyses outlined in the Turkish Earthquake Code of 2007 (TEC 2007) and ASCE/SEI-41-06. Both deficient frames were essentially the same, with the only difference being the presence of insufficient lap splices, which was the focus of the study. Time history performance assessments were conducted in accordance to TEC 2007&rsquo
s damage state limits and ASCE/SEI 41-06&rsquo
s performance limits. The damages observed matched the performance levels estimated through the procedure outlined in TEC 2007 rather well. Specific to the specimen with lap splice deficiencies, ASCE/SEI 41-06 was overly conservative in its assessments. TEC 2007&rsquo
s requirements for lap splice lengths were found to be conservative in the laboratory and are able to tolerate deficiencies up to 25% of the required length. With respect to mathematical models, accounting for materials in deficient systems by using nominal but reduced strength properties is not very efficient and unless joint deformations are explicitly accounted for, local deformations cannot be captured.
19
AlHafian, Samah. "Seismic progressive collapse of reinforced concrete frame structures using the applied element method." Thesis, Heriot-Watt University, 2013. http://hdl.handle.net/10399/2740.
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Collapse of reinforced concrete structures under earthquakes is the main reason for life loss. Thus, avoiding structural collapse under strong earthquakes is the aim of seismic codes. The aim of the current study is to lead to an improved understanding of the seismic progressive collapse behaviour of reinforced concrete frame structures and to identify the most important parameters that should be considered in seismic progressive collapse analysis. The Applied Element Method, AEM, is an innovative method for direct progressive collapse simulation, in which strong geometric nonlinearity, element separation and collision can automatically be considered. Most previous studies focused on side-sway collapse modes only and indirectly checked for vertical collapse modes. A validation of the AEM for seismic progressive collapse simulation has been carried out. The AEM models of three different frame structures have been validated by comparing the analytical and experimental results. The results have indicated that the AEM can simulate the structure response from linear range up to collapse reasonably well. Sensitivity studies have been conducted to rank the material parameters most important to the collapse process in terms of the time at incipient collapse and to investigate their effects on the possible failure modes. The results show that the most important parameters are the parameters that can alter the failure mode. An investigation on the effect of inclusion of the vertical ground motions on the collapse capacity and the possible failure modes has been performed. Considering vertical ground motions in collapse assessment of irregular frame structures has led to a decrease in the collapse capacity and to modifications in the possible failure mechanisms resulting in vertical rather than side-sway collapse modes. A correlation study for investigation of the effect of using different intensity measures, fifteen spectrum and structure based intensity measures, for scaling far- and near-field ground motions for seismic assessment of mid-rise frame structures has been carried out. Employing intensity measures that account for the spectral shape has led to a considerably better correlation with the engineering demand parameters than utilizing intensity measures that are based on a single spectral value or a combination of two spectral values.
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Carriere, Jean-Michel. "Seismic retrofit of existing reinforced concrete moment resisting frame structures using diagonal prestressing." Thesis, University of Ottawa (Canada), 2007. http://hdl.handle.net/10393/27449.
Full textAbstract:
The national building code of Canada (NBCC) has been under constant evolution since its first issue in 1941. Over the years, knowledge related to structural engineering and more specifically seismic response has continued to evolve through research and field investigations. Recently, the 2005 NBCC has been made available with a new perspective on seismic design, including uniform hazard spectra provided for each city for static and dynamic analyses.
Due to a greater understanding of seismic response of structures and the Canadian seismicity, the NBCC has increased the values of elastic base shears over the years. Between the 1970 and 2005 editions of NBCC, the elastic design base shear has increased by a factor as high as 2.6. A structure designed in 1970, if subjected to 2005 NBCC compatible design earthquake record would potentially be labeled as seismically deficient and fail under code specified loads. Multiple technologies currently exist to retrofit seismically deficient structures. The purpose of this research is to explore the possibilities of using diagonal prestressing, in various configurations, to increase structural stiffness and decrease lateral drift demands under seismic loading.
Shallouf (2005) successfully demonstrated experimentally that a 1 bay, 1 storey R/C frame with masonry infill panels, designed based on the ACI 318-1963 building code, hence seismically deficient, could be retrofitted with prestressed cables to reduced lateral drift. In addition, analytical modeling of the 1 storey frame and analysis of a 5 storey structure in a high seismic region (i.e. Vancouver) were used to illustrate the effectiveness of the approach. This analytical model was successful in reducing lateral drift under various prestressing patterns.
The objective of this research is to continue investigating the effectiveness of the retrofit methodology for structures in two different seismic zones, such as Vancouver and Ottawa. Also, it is examined for buildings with different heights. Structures varying between five and fifteen storeys are analyzed. The results indicate the effectiveness of high-strength prestressing cables as lateral bracing elements, while the effect of prestressing the cables changing with the dynamic characteristics of the building and their interaction with the frequency of the exciting force, i.e., earthquake record.
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Agar, Mehmet. "Strengthening Of Reinforced Concrete Frames By Using Steel Bracings." Master's thesis, METU, 2008. http://etd.lib.metu.edu.tr/upload/12609664/index.pdf.
Full textAbstract:
Structures in high seismic risk areas may be susceptible to severe damage in a major earthquake. Structures designed to meet older code requirements may be at even greater risk. When these structures are evaluated with respect to current code criteria, it is observed that they lack of lateral strength and/or ductility. Since safety and economic considerations are major problems, these structures become viable candidates for retrofit and seismic strengthening.
For the variety of structures and possible deficiencies that arise, several retrofitting techniques can be considered. Diagonal bracing system is one of the retrofitting techniques and it provides an excellent approach for strengthening and stiffening existing building for lateral forces. Also, another potential advantage of this system is the comparatively small increase in mass associated with the retrofitting scheme since this is a great problem for several retrofitting techniques.
In this study, the use of steel bracing for the strengthening of low, intermediate, and relatively high rise reinforced concrete frames are investigated analytically. The ultimate lateral load capacities of the strengthened frames are determined by a load controlled push-over analysis. The post-tensioning effect of preloading is also investigated.
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Arslan, Guray. "Strengthening Of Reinforced Concrete Frames By Custom Shaped High Strength Concrete Masonry Blocks." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/2/12610335/index.pdf.
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Located on one of the highly active seismic fault systems in the world, the building stock in Turkey is mainly composed of reinforced concrete frames with 4-5 stories. Due to design and construction deficiencies resulting from the use of unqualified personnel and insufficient supervision, many of these buildings lack lateral stiffness, ductility and strength. For many structures, there is a need to alleviate these deficiencies by means of some rehabilitation techniques prior to earthquakes. One approach also used very widely in Turkey is to fill some of the frame bays by cast-in-place R/C panels. The procedure appears to be very practical at first glance. It also appears to be very economical as far as the production of the panels is concerned. However, the production phase is slow, dirty, destructive and disruptive to occupants. Moreover, it requires relatively skilled personnel and special equipment. Therefore, the real life experience shows that the actual cost in practice is much higher when all other hidden costs are taken into account.
The aim of this experimental study is to explore the potential of using infill walls made of custom shaped and high strength concrete blocks as a simpler and more practical alternative to cast-in-place R/C panels to increase the lateral load bearing capacity of frame structures. The effectiveness of FRCM (Fiber Reinforced Cementitous Matrix) system on damaged structures is also investigated in this study.
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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.
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Thesis (MEng)--Stellenbosch University, 2014.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.
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.
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Soares, Rodrigo de Carvalho. "Otimização de seções transversais de concreto armado sujeitas à flexão: aplicação a pavimentos." Universidade de São Paulo, 1997. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-29052018-103206/.
Full textAbstract:
Nos tempos atuais, já existe um forte desenvolvimento computacional no que diz respeito a análise de estruturas com características geométricas, de cargas e vinculações previamente definidas. Assim como os processadores, tem-se investido bastante em pré e pós-processadores, os quais são responsáveis pela maior parte do tempo dedicado a um projeto. No entanto, pode-se dizer que a definição automática das características geométricas dos elementos estruturais deixa a desejar. Hoje, esta etapa ainda é feita pelo engenheiro, apenas com uma ajuda indireta da máquina. Este trabalho apresenta uma maneira ótima de fazer o pré-dimensionamento das vigas de um pavimento de concreto armado. Para isso, desenvolveu-se uma formulação de minimização do custo de uma seção transversal com a qual, através de um método de aproximações combinadas, obtém-se o mínimo custo do vigamento de um pavimento. As variáveis envolvidas na função que representa o custo são: a altura da viga e as áreas de aço. E as restrições do problema são: a taxa geométrica da armadura, a taxa de armadura de compressão em relação a de tração e a flecha máxima pré-estabelecida pelo usuário.Nowadays, there is a continuous development in structural computational analysis for known geometrical, loading and boundary conditions. Much effort has been made on the pre and pos-processors, which is the main part of the time spent in designing. The automatic definition of the geometrical characteristics for the structural elements, however is poor yet. Today, this phase is still carried out by the engineer, only with an indirect machine help. This work presents an optimal method to automate the first draft design of the beams reinforced concrete floor. A formulation to achieve the cross-section minimum cost function is proposed and then extended to the whole floor by combined approximation methods. In order to obtain the cost function the following values have been considered: the beam depth and the steel area. As problem constraints, the steel geometric rate, the steel compression with the steel tension rate and the limit displacement have to be prescribed by the user.
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Zimos, D. K. "Modelling the post-peak response of existing reinforced concrete frame structures subjected to seismic loading." Thesis, City, University of London, 2017. http://openaccess.city.ac.uk/18531/.
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Structural members of reinforced concrete (R/C) buildings designed according to older, less stringent seismic codes are often vulnerable to shear or flexure-shear failure followed by axial failure. Thus, such substandard R/C structures are susceptible to vertical collapse, which pertains to the exceedance of vertical resistance of columns and connecting beams and can lead to the whole structure – or a substantial part of it – undergoing collapse. The largest database of shear and flexure-shear critical R/C columns cycled well beyond the onset of shear failure and/or up to the onset of axial failure is compiled and empirical relationships are developed for key parameters affecting the response of such members after the initiation of shear failure. A novel shear hysteresis model is proposed employing these relationships, based on experimental observations that deformations after the onset of shear failure tend to concentrate in a specific member region. A computationally efficient finite element model of the member-type is proposed, using the above shear hysteretic model and combining it with displacements arising from flexural and bond-slip deformations to get the full lateral force-lateral displacement response. It accounts for the interaction between flexural and shear deformations inside the potential plastic hinges, the distribution of flexural and shear flexibility along the element, as well as the location and extent of post-peak shear damage, without relying on assumptions about the bending moment distribution and avoiding shortcomings of previous beam-column models pertinent to numerical localisation. Thus, the full-range hysteretic response of substandard R/C elements can be predicted up to the onset of axial failure subsequent to shear failure with or without prior flexural yielding, while simultaneously accounting for potential flexural and anchorage failure modes. The proposed model is implemented in a finite element structural analysis software and its predictive capabilities are verified against quasi-static cyclic and shake-table test results of column and frame specimens. The model is shown to be sufficiently accurate not only in terms of total response, but more crucially in terms of individual deformation components. Overall, it is believed that the accuracy, versatility and simplicity of this model make it a valuable tool in seismic analysis of complex substandard R/C buildings. An experimental investigation of shear and flexure-shear critical R/C elements is carried out with the aim of independently validating the beam-column model. Furthermore, an opportunity is provided to verify the model’s underlying assumptions, which is of paramount importance for the reliability of its analytical predictions. The experiments were designed in such a manner as to investigate the effect of vertical load redistribution from axially failing members on the lateral post-peak response of neighbouring columns.
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Bai, Jong-Wha. "Seismic fragility and retrofitting for a reinforced concrete flat-slab structure." Thesis, Texas A&M University, 2004. http://hdl.handle.net/1969.1/521.
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The effectiveness of seismic retrofitting applied to enhance seismic performance was assessed for a five-story reinforced concrete (RC) flat-slab building structure in the central United States. In addition to this, an assessment of seismic fragility that relates the probability of exceeding a performance level to the earthquake intensity was conducted. The response of the structure was predicted using nonlinear static and dynamic analyses with synthetic ground motion records for the central U.S. region. In addition, two analytical approaches for nonlinear response analysis were compared. FEMA 356 (ASCE 2000) criteria were used to evaluate the seismic performance of the case study building. Two approaches of FEMA 356 were used for seismic evaluation: global-level and member-level using three performance levels (Immediate Occupancy, Life Safety and Collapse Prevention). In addition to these limit states, punching shear drift limits were also considered to establish an upper bound drift capacity limit for collapse prevention. Based on the seismic evaluation results, three possible retrofit techniques were applied to improve the seismic performance of the structure, including addition of shear walls, addition of RC column jackets, and confinement of the column plastic hinge zones using externally bonded steel plates. Finally, fragility relationships were developed for the existing and retrofitted structure using several performance levels. Fragility curves for the retrofitted structure were compared with those for the unretrofitted structure. For various performance levels to assess the fragility curves, FEMA global drift limits were compared with the drift limits based on the FEMA member-level criteria. In addition to this, performance levels which were based on additional quantitative limits were also considered and compared with FEMA drift limits.
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Liel, Abbie B. "Assessing the collapse risk of California's existing reinforced concrete frame structures : metrics for seismic safety decisions /." May be available electronically:, 2008. http://proquest.umi.com/login?COPT=REJTPTU1MTUmSU5UPTAmVkVSPTI=&clientId=12498.
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Patel, Jayendra R. "Post processor for design of reinforced concrete space frames using object oriented programming." Thesis, This resource online, 1994. http://scholar.lib.vt.edu/theses/available/etd-07292009-090457/.
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Rajman, Martin. "Železobetonová skeletová konstrukce nákupního centra." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2012. http://www.nusl.cz/ntk/nusl-225356.
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The point of my diploma thesis was design elements of reinforced concrete frame structures mounted single – storey mall.I choose the most exposed to the specified longitudinal frame structure, where I assumed the most highly stressed elements, which I subsequently designed. All documents and calculations are illustrated in part B2 of my diploma thesis.
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Kazaz, Ilker. "Dynamic Characteristics And Performance Assessment Of Reinforced Concrete Structural Walls." Phd thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/3/12611712/index.pdf.
Full textAbstract:
The analytical tools used in displacement based design and assessment procedures require accurate strain limits to define the performance levels. Additionally, recently proposed changes to modeling and acceptance criteria in seismic regulations for both flexure and shear dominated reinforced concrete structural walls proves that a comprehensive study is required for improved limit state definitions and their corresponding values. This is due to limitations in the experimental setups, such that most previous tests used a single actuator at the top of the wall, which does not reflect the actual loading condition, and infeasibility of performing tests of walls of actual size in actual structural configuration. This study utilizes a well calibrated finite element modeling tool to investigate the relationship between the global drift, section rotation and curvature, and local concrete and steel strains at the extreme fiber of rectangular structural walls. Functions defining more exact limits of modeling parameters and acceptance criteria for rectangular reinforced concrete walls were developed. This way a strict evaluation of the requirements embedded in the Turkish Seismic Code and other design guidelines has become possible. Several other aspects of performance evaluation of structural walls were studied also. Accurate finite element modeling strategies and analytical models of wall and frame-wall systems were developed for seismic response calculations. The models are able to calculate both the static and dynamic characteristics of wall type buildings efficiently. Seismic responses of wall type buildings characterized with increasing wall area in the plan were analyzed under design spectrum compatible normal ground motions.
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Tan, Mustafa Tumer. "Seismic Strengthening Of A Mid-rise Reinforced Concrete Frame Using Cfrps: An Application From Real Life." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/12610562/index.pdf.
Full textAbstract:
SEISMIC STRENGTHENING OF A
MID-RISE REINFORCED CONCRETE FRAME
USING CFRPs: AN APPLICATION FROM REAL LIFE
Tan, Mustafa Tümer M.S., Department Of Civil Engineering Supervisor: Prof. Dr. Gü
ney Ö
zcebe Co-Supervisor: Assoc. Prof. Dr. BariS Binici May 2009, 162 pages FRP retrofitting allows the utilization of brick infill walls as lateral load resisting elements. This practical retrofit scheme is a strong alternative to strengthen low to mid-rise deficient reinforced concrete (RC) structures in Turkey. The advantages of the FRP applications, to name a few, are the speed of construction and elimination of the need for building evacuation during construction. In this retrofit scheme, infill walls are adopted to the existing frame system by using FRP tension ties anchored the boundary frame using FRP dowels. Results of experiments have previously shown that FRP strengthened infill walls can enhance lateral load carrying capacity and reduce damage by limiting interstory drift deformations. In previous, analytical studies, a detailed mathematical model and a simplified version of the model for compression struts and tension ties was proposed and verified by comparing model estimations with test results. In this study, an existing 9-storey deficient RC building located in Antakya was chosen to design and apply a hybrid strengthening scheme with FRPs and reduced number of shear walls. Linear elastic analysis procedure was utilized (force based assessment technique) along with the rules of Mode Superposition Method for the reftrofit design. FRP retrofit scheme was employed using the simplified model and design was conducted such that life safety performance criterion is satisfied employing elastic spectrum with 10% probability of exceedance in 50 years according to the Turkish Earthquake Code 2007. Further analytical studies are performed by using Modal Pushover and Nonlinear Time-History Analyses. At the end of these nonlinear analyses, performance check is performed according to Turkish Earthquake Code 2007, using the strains resulting from the sum of yield and plastic rotations at demand in the critical sections. CFRP retrofitting works started at October 2008 and finished at December 2008 for the building mentioned in this study. Eccentric reinforced concrete shearwall installation is still being undertaken. All construction business is carried out without evacuation of the building occupants. This project is one of the first examples of its kind in Turkey. Keywords: CFRP, Carbon Fiber Reinforced Polymers, Masonry Infill Walls, Reinforced Concrete Infill Walls, Mid-Rise Deficient Structures, Turkish Earthquake Code 2007, Modal Pushover Analysis, Nonlinear Time History Analysis, Linear Elastic Building Assessment
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Iotti, Fabio. "Non dissipative seismic retroffitting of a frame structure using shear walls." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2018. http://amslaurea.unibo.it/15031/.
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Evaluation of the technical and economical feasibility of two different design approaches for seismic retrofitting of RC frame structure:
- Conventional Approach: Design of a new ductile structural core serving as a stair shaft
-Non-conventional Approach: Use of an external structural coating system designed assuming a non-dissipative behavior
The work is subdivided in two main parts. In the first one, a series of information contained in the literature, both historical and technical, has been collected to provide for the necessary background both for seismic analysis and retrofitting design in order to define the two retrofitting strategies.
In the second part the design of the RC walls is presented in detail and finally confronted, from a technical and economical point of view.
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Seckiner, Soner. "Parametric Analysis Of Inelastic Interaction In Frame-wall Structural Systems." Master's thesis, METU, 2011. http://etd.lib.metu.edu.tr/upload/12613654/index.pdf.
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The purpose of this thesis is to investigate the inelastic action in the reinforced concrete frame-wall structures analytically and with that analysis to follow the plastic formation of the structure. For this purpose, six mid-rise reinforced concrete buildings with frame-wall are modeled and analyzed to understand the effect of the height and base shear force ratio of the wall on the nonlinear interaction between reinforced concrete wall and frame members under static lateral loads and ground motion excitations. The parametric analysis is conducted by assuming planar response of the buildings under loadings.
The buildings are generated considering the limit design concept suggested by Turkish Earthquake Code 2007 and Turkish Standards TS500, and the frame-wall members are modeled by using spread plasticity elements and fiber discretization of sections. In the analysis stage, each element section is divided into confined and unconfined regions for detailed modeling of the building by using OpenSEES nonlinear finite element program. Two dimensional analyses are conducted under static and dynamic loadings. For static pushover analyses, three different lateral load cases (Triangular, Uniform and First-Mode Lateral Load Patterns) are considered. For dynamic analyses, eight different ground motions are used. These ground motions are scaled to the corresponding design response spectrum suggested by Turkish Earthquake Code 2007 by using RSPMATCH program. Using the result of the complex and simplified analyses, inter-story drift ratios, plastic rotations and internal force distributions of the buildings are investigated.
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Guney, Murat Efe. "A Numerical Procedure For The Nonlinear Analysis Of Reinforced Concrete Frames With Infill Walls." Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606318/index.pdf.
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Materially non-linear analysis of reinforced concrete frame structures with infill walls requires appropriate mathematical models to be adopted for the beams and the columns as well as the infill walls. This study presents a mathematical model for frame elements based on a 3D Hermitian beam/column finite element and an equivalent strut model for the infill walls. The spread-of-plasticity approach is employed to model the material nonlinearity of the frame elements. The cross-section of the frame element is divided into triangular sub regions to evaluate the stiffness properties and the response of the element cross-section. By the help of the triangles spread over the actual area of the section, the bi-axial bending and the axial deformations are coupled in the inelastic range. A frame super-element is also formed by combining a number of frame finite elements.
Two identical compression-only diagonal struts are used for modeling the infill. The equivalent geometric and material properties of the struts are determined from the geometry of the infill and the strength of the masonry units
A computer code is developed using the object-oriented design paradigm and the models are implemented into this code. Efficiency and the effectiveness of the models are investigated for various cases by comparing the numerical response predictions produced by the program with those obtained from experimental studies.
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Durucan, Cengizhan. "Seismic Retrofitting Of Reinforced Concrete Buildings Using Steel Braces With Shear Link." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/3/12610956/index.pdf.
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The catastrophic damage to the infrastructure due to the most recent major earthquakes around the world demonstrated the seismic vulnerability of many existing reinforced concrete buildings. Accordingly, this thesis is focused on a proposed seismic retrofitting system (PSRS) configured to upgrade the performance of seismically vulnerable reinforced concrete buildings. The proposed system is composed of a rigid steel frame with chevron braces and a conventional energy dissipating shear link. The retrofitting system is installed within the bays of a reinforced concrete building frame. A retrofitting design procedure using the proposed seismic retrofitting system is also developed as part of this study. The developed design methodology is based on performance-based design procedure. The retrofitting design procedure is configured to provide a uniform dissipation of earthquake input energy along the height of the reinforced concrete building. The PSRS and a conventional retrofitting system using squat infill shear panels are applied to an existing school and an office building. Nonlinear time history analyses of the buildings in the original and retrofitted conditions are conducted to assess the efficiency of the PSRS. The analyses results revealed that the PSRS can efficiently alleviate the detrimental effects of earthquakes on the buildings. The building retrofitted with PSRS has a more stable lateral force-deformation behavior with enhanced energy dissipation capability than that of the one retrofitted with squat infill shear panels. For small intensity ground motions, the maximum inter-story drift of the building retrofitted with the PSRS is comparable to that of the one retrofitted with squat infill shear panels. But for moderate to high intensity ground motions, the maximum inter-story drift of the building retrofitted with the PSRS is considerably smaller than that of the one retrofitted with squat infill shear panels.
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Navarro, D., R. Valero, and J. Orihuela. "Evaluation of the Influence of Different Grades of Reinforcing Steel on the Seismic Performance of Concrete reinforced Frame Structures with Nonlinear Static Analysis." IOP Publishing Ltd, 2021. http://hdl.handle.net/10757/655954.
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In this investigation, the elasto-plastic behavior and the seismic performance of concrete reinforced frame structures reinforced are evaluated by applying the Pushover method. This evaluation is done on several cases: with high ductility steel (Grade 40), conventional steel (Grade 60) and high strength steel (Grade 75). For the previous, the capacity curve graph obtained from the displacement coefficient method was used to measure the capacity of the structure. In addition, the performance of the structure for different levels of seismic design are evaluated with the resulting values of ductility and rigidity of each case. The results showed that reinforcing a structure with a Grade 40 reinforcing steel increases the energy dissipation capacity, and if reinforced with a Grade 75 reinforcing steel increases the strength capacity in the structure. Finally, the comparative result of the various cases are presented to demonstrate the influence of reinforcing steel on the plastic behavior of concrete reinforced frame structures.
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Bolander, Julie Christine. "Investigation of Torsional Effects on Thirteen-Story Reinforced Concrete Frame-Wall Structure Modeled in ETABS and SAP2000 Using Linear and Nonlinear Static and Dynamic Analyses." Thesis, University of California, San Diego, 2014. http://pqdtopen.proquest.com/#viewpdf?dispub=1557303.
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The primary objective of this thesis is to evaluate the effects of torsion on the nonlinear seismic response of a thirteen-story reinforced concrete frame-wall structure with an asymmetric stiffness in plan. The NEHRP building structure, located in Berkeley, CA and previously designed by André Barbosa, was modeled in ETABS and SAP2000 to perform several analyses. The models accounted for realistic cracked concrete section stiffnesses, expected material properties, and nonlinear plastic hinges. Due to limitations of ETABS in performing nonlinear dynamic time history analysis, the model was exported to SAP2000. An asymmetric lateral stiffness model was created by moving one of the shear walls from the center of the building toward the outside of the building. OpenSees was used to find the nonlinear hinge moment-rotation relationships.
Using a suite of seven ground motion record pairs, an essentially linear dynamic time history analysis was performed on the symmetric and asymmetric ETABS models. The SAP2000 models were used to perform a series of nonlinear static (pushover) analyses. Fully nonlinear, including material and geometric nonlinearity, time history analyses were performed on the SAP2000 models using the seven ground motion pairs, appropriately cut to shorter lengths to reduce the analysis run-time. In each analysis case, the results of the symmetric and asymmetric models were compared. Overall, the asymmetric model typically experienced torsional effects and larger displacement responses than the symmetric model. The more nonlinear the structure behaved, the more influence torsion had on the response of the model with asymmetrically-placed shear walls.
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Luliak, Ondřej. "Statická analýza konstrukce pro zpracování odpadu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227574.
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Master thesis deals with static analysis of construction of hall type for waste treatment. Thesis includes design and structural assessment of main support elements of construction. This is two-aisled combined skeleton object. The roof system is composed of steel truss structure.
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Akin, Emre. "Strengthening Of Brick Infilled Rc Frames With Cfrp Reinforcement-general Principles." Phd thesis, METU, 2011. http://etd.lib.metu.edu.tr/upload/12613172/index.pdf.
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There is an excessive demand for the rehabilitation of frame type reinforced concrete (RC) buildings which do not satisfy current earthquake code provisions. Therefore, it is imperative to develop user-friendly seismic strengthening methodologies which do not necessitate the evacuation of building during rehabilitation period.
In this study, it was aimed to strengthen the brick infill walls by means of diagonal Carbon Fiber-Reinforced Polymer (CFRP) fabrics and to integrate them with the existing structural frame in order to form a new lateral load resisting system. The possible effects of height to width (aspect) ratio of the infill walls and scale of the frame test specimens on the overall behavior attained by the developed rehabilitation methodology were investigated.
The experimental part of the study was carried out in two steps. In the first step, ten individual panel specimens were tested in order to understand the behavior of strengthened/non-strengthened masonry walls under diagonal earthquake loads. And in the second step, the tests of eight 1/3 and four 1/2 scaled one-bay, two-story RC frames having two different aspect ratios were performed to determine design details. The experimental results were revealed in terms of lateral stiffness, strength, drift and energy dissipation characteristics of the specimens.
In the analytical part, an equivalent strut and tie approach was used for modeling the strengthened/non-strengthened infill walls of the frames. The predicted pushover responses of the frame models were compared with the test results. The design criteria required for the aforementioned strengthening methodology was developed referring these analytical results.
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Naji, Jamal Hadi. "Non-linear finite element analysis of reinforced concrete panels and infilled frames under monotonic and cyclic loading : structures under plane stress loading are analysed up to and beyond the peak load : non-linear material properties including cracking, crushing and the non-linear behaviour at the interface of members are considered." Thesis, University of Bradford, 1989. http://hdl.handle.net/10454/3573.
Full textAbstract:
A non-linear finite element program to simulate the behaviour of infilled frames and plane stress reinforced concrete members under the action of monotonic and cyclic loading has been developed. Steel is modelled as a strain hardening plastic material, and in the concrete model cracking, yielding and crushing are considered. The separation, sliding, and opening and closing of initial gaps at the interfaces between the frame and the infill panels are accounted for by adjusting the properties of interface elements. The non-linear equations of equilibrium are solved using an incremental-iterative technique performed under load or displacement control. The iterative techniques use the standard and modified Newton-Raphson method or the secant Newton method. An automatic load incrementation scheme, line searches, and restart facilities are included. The capabilities of the program have been examined and demonstrated by analysing five reinforced concrete panels, a deep beam, a shear wall, and eight infilled frames. The accuracy of the analytical results was assessed by comparing them with the experimental results and those obtained analytically by other workers and shown to be good. A study of the effects of some material and numerical parameters on the results of analyses of reinforced concrete deep beam has been carried out. Two techniques have been proposed and used to overcome numerical problems associated with local strain concentrations which occur with the displacement control, when path dependent incremental iterative procedures are used for inelastic materials. The displacement control provided with these modifications has been shown to be more efficient than the load control.
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Ay, Bekir Ozer. "Fragility Based Assessment Of Low." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607629/index.pdf.
Full textAbstract:
In this study, structural vulnerability of reinforced concrete frame structures by considering the country&ndashspecific characteristics is investigated to manage the earthquake risk and to develop strategies for disaster mitigation. Low&ndash
rise and mid&ndash
rise reinforced concrete structures, which constitute approximately 75% of the total building stock in Turkey, are focused in this fragility&ndash
based assessment. The seismic design of 3, 5, 7 and 9&ndash
story reinforced concrete frame structures are carried out according to the current earthquake codes and two dimensional analytical models are formed accordingly. The uncertainty in material variability is taken into account in the formation of structural simulations. Frame structures are categorized as poor, typical or superior according to the specific characteristics of construction practice and the observed seismic performance after major earthquakes in Turkey. The demand statistics in terms of maximum interstory drift ratio are obtained for different sets of ground motion records. The capacity is determined in terms of limit states and the corresponding fragility curves are obtained from the probability of exceeding each limit state for different levels of ground shaking. The results are promising in the sense that the inherent structural deficiencies are reflected in the final fragility functions. Consequently, this study provides a reliable fragility&ndash
based database for earthquake damage and loss estimation of reinforced concrete building stock in urban areas of Turkey.
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Tošenovjan, Marek. "Statické řešení monolitické železobetonové konstrukce." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265481.
Full textAbstract:
The diploma thesis describes structural design of selected elements of monolitic reinforced concrete seven-storey building. Structure is designed as a combined reinforced concrete frame with shear walls and core. The main point of structural analysis is design of locally supported RC slab above the 2ND basement floor, column on the 2ND basement floor, piles and analysis of foundation of building and its influence of support stiffness on connected load-bearing structures.
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DEL, TORO RIVERA RAUL. "Comportement des noeuds d'ossature en beton arme sous sollicitations alternees." Marne-la-vallée, ENPC, 1988. http://www.theses.fr/1988ENPCA004.
Full textAbstract:
Etude des joints sous sollicitation sismique sur la base de trois essais sur corps d'epreuve de grande dimensionm en analysant les mecanismes des glissements constates des armatures principales dans la partie centrale du noeud, et le type de rupture a laquelle cela donne lieu; etude sur la base d'un essai de la possibilite d'utiliser un beton de fibres metalliques avec ferraillage transversal reduit
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Mašek, Petr. "Statické řešení železobetonové konstrukce." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-371947.
Full textAbstract:
This diploma thesis deals with study of feasibility of waterpark monolithic reinforced concrete structure with roof terrace. This structure has one underground floor, which has water park utility function and two above ground floors. On the roof is terrace with grass, mobile bar and with space to relax. Subject of this diploma thesis is the main loadbearing frame, which has span 32 m. The structure is assessed according to limit states of valid norms and also takes into account construction stages and time dependent analysis. The structure is calculated on beam and slab-plate structural models. Structural analysis and general drawings are done.
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Kasan, Marek. "Sport centrum." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-410022.
Full textAbstract:
Diploma thesis premises designed Sport center at the documentary for execution of works. The dominant part is a sport multifunctional hall, whitch is connected to a two above-ground floors fitness center with facilities for visitors. The construction system of the hall is prefabricated reinforced concrete structural frame. The ceiling construction consists of prefabricated reinforced concrete panels. The fitness center is designed as cast-in-place reinforced concrete structural frame. Ceiling structures are cast-in-place reinforced concrete slabs. The roof structures are designed like flat vegetation roof. The building has exterior thermal insulation system with ventilated facade.
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Slanina, Bohumil. "Rámová konstrukce atypického půdorysu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240204.
Full textAbstract:
The thesis describes the analysis and design part of reinforced concrete frame structure. Calculation was made by program SCIA Engineer and verified by manual calculations using simplified methods. Static solution includes an assessment of floor slabs, columns and stairs. The output is then individual drawings of reinforcement. The thesis also includes a study determining the effective width for single rib.
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Wong, Koon-Wan. "Non-linear behaviour of reinforced concrete frames /." Title page, contents and abstract only, 1989. http://web4.library.adelaide.edu.au/theses/09PH/09phw872.pdf.
Full text
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Vacenovská, Veronika. "Centrum pro sport a volný čas Brno." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-355034.
Full textAbstract:
The subject of the diploma thesis is an architectural study of the center for sport and leisure time in Brno “Za Lužánkami”. In is supposed to supply the space with the possibility of other sports activities. The object of the design is to provide a wide range of sports, fitness activities, wellness and recreation, various leisure activities, or just visiting the shopping passage, which is the main artery of the whole center. It allows people to pass between the leisure center, indoor pool and shopping mall in Královo Pole. The building is designed as a prefabricated reinforced concrete frame structure complemented by a steel latticework in the space of a sports hall and a climbing wall. Curtain walling is designed as a ventilated concrete slab with a photocatalytic function.
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Chan, Yui Bun. "Investigation of cracked reinforced concrete framed structures repaired with CFRP /." View Abstract or Full-Text, 2002. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202002%20CHAN.
Full textAbstract:
Thesis (M. Phil.)--Hong Kong University of Science and Technology, 2002.Includes bibliographical references (leaves 209-210). Also available in electronic version. Access restricted to campus users.
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Čihák, Tomáš. "Tělocvična - prefabrikovaný skelet." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227738.
Full textAbstract:
This master thesis deals with a draft of precast concrete frame structure on the case of gymnasium building. The major part of this work are transversal and longitudinal frames, consisted of footings, columns, girders and precast floor slab. Other parts of the building are not solved. Thesis consists both static calculations and drawings.