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Zeitschriftenartikel zum Thema "Buildings, Reinforced concrete Australia Design and construction":
1
Elbasha, Nuri Mohamed. „LIGHTER HIGH STRENGTH CONCRETE BEAM“. Scientific Journal of Applied Sciences of Sabratha University 2, Nr. 2 (27.09.2019): 17–26. http://dx.doi.org/10.47891/sabujas.v2i2.17-26.
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High strength concrete (HSC) has been used extensively in civil construction projects worldwide because it reduces the cross section and the weight of long construction members. In recent years a marked increase in the use of High Strength Concrete (HSC) has been evident in Australian building construction despite the fact that the current Australian design standard provides no design rules for such a material. Very limited information on the properties of HSC and its design and construction processes are available in Australia, although in recent times many studies have been undertaken to produce material and, more importantly, to determine its characteristic. In the last 20 years there has been extensive research to economically utilize new components to improve the quality of HSC. HSC produces smaller but stronger structural elements with large spaces available. It has been studied that the cost of using HSC instead of Normal Strength Concerete (NSC) in different types of constructions. This proved that structures constructed with HSC are lighter and economical compared with those constructed with NSC. In the long term durability significantly affects project costs. In other words after several years a concrete structure needs rehabilitation or in critical cases must be demolished, therefore the price of a project consists of initial costs plus those covering any rehabilitation. A huge amount of money could be saved by utilizing the durability characteristics of high strength concrete. This study presents recent information and the benefits of high strength concrete. Also, provides in brief an experimental proof that installing a helix with a suitable pitch and diameter in the compression zone of beams significantly enhances their strength and ductility. Therefore, designers could confidently use high-strength concrete and helical confinement to design long and light reinforced concrete beams.
2
Romanenko, S. M., und Y. P. Andriievska. „TECHNICAL INSPECTION OF THE STRUCTURE AND DEVELOPMENT OF THE STRUCTURE OF FRAMES WITH COLD-ROLLED THIN-WALLED PROFILES“. Modern structures of metal and wood, Nr. 25 (August 2021): 119–29. http://dx.doi.org/10.31650/2707-3068-2021-25-119-129.
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Cold rolled steel structures have been known since the mid-19th century in the United States and Great Britain. Despite the advances in the development of cold-rolled structures, the level of their use was lower than that of hot-rolled structures. A significant factor that influenced this imbalance in application was the fact that there were no regulations. Into different countries of the world have their own national regulations for the calculation of cold-rolled steel structures, which have many controversies. In the European group includes the norms of the countries of the European Union, Great Britain, Hong Kong, Ukraine, Belarus, Kazakhstan; American group - the United States of America, Canada, Mexico, Australia, New Zealand, Brazil, Chile, Egypt. The regulations of such large countries as China, India and Russia have their own characteristics. The article presents the results of a technical survey of the load-bearing structures of the canopy. The survey was carried out to determine the bearing capacity of the roof load-bearing structures in relation to the location of the solar panels on the roof of the building. The construction of buildings and their structural parts from light steel thin-walled structures (profiles) is carried out in the form of light frames, the frames of which are successively connected into spatial systems. A new lightweight roof covering made of profiled sheet and a frame structure made of cold-rolled P-profile and C-profile elements for roofing and installation of solar panels are proposed. Such a coating is the most industrialized, easily and quickly erected. The analysis of constructive options for the effective placement of the profile of cold-rolled elements and joints of the frame and reinforced concrete run of the coating is carried out. The design of the frame was carried out in the software package " Лира САПР 2013" . The results of the work carried out served to draw up recommendations for restoring the properties of the load-bearing structures of the canopy, the development of design estimates and implementations into construction practice during the reconstruction of the canopy.
3
Otani, Shunsuke. „Earthquake Resistant Design of Reinforced Concrete Buildings“. Journal of Advanced Concrete Technology 2, Nr. 1 (2004): 3–24. http://dx.doi.org/10.3151/jact.2.3.
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Aoyama, H. „Recent development in seismic design of reinforced concrete buildings in Japan“. Bulletin of the New Zealand Society for Earthquake Engineering 24, Nr. 4 (31.12.1991): 333–40. http://dx.doi.org/10.5459/bnzsee.24.4.333-340.
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Japan experienced a quick development of highrise reinforced concrete frame-type apartment building construction, about 30 stories high, in the last decade. Outline of this development is first introduced in terms of planning of buildings, materials, construction methods, earthquake resistant design and dynamic response analysis. This quick development was made possible by, among others, the available high strength concrete and steel. In an attempt to further promote development of new and advanced reinforced concrete building structures, a five-year national project was started in 1988 in Japan, promoted by the Building Research Institute, Ministry of Construction. Outline of this project is introduced in the second part of this paper. It aims at the development and use of concrete up to 120 MPa, and steel up to 1200 MPa.
5
Bagnoli, Matteo, Ernesto Grande und Gabriele Milani. „Reinforced Concrete Infilled Frames“. Encyclopedia 2, Nr. 1 (09.02.2022): 473–85. http://dx.doi.org/10.3390/encyclopedia2010030.
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Masonry-Infilled Reinforced Concrete Frames are a very widespread structural typology all over the world for civil, strategic or productive uses. The damages due to these masonry panels can be life threatening to humans and can severely impact economic losses, as shown during past earthquakes. In fact, during a seismic event, most victims are caused by the collapse of buildings or due to nonstructural elements. The damage caused by an earthquake on nonstructural elements, i.e., those not belonging to the actual structural body of the building, is important for the purposes of a more general description of the effects and, of course, for economic estimates. In fact, after an earthquake, albeit of a low entity, it is very frequent to find even widespread damages of nonstructural elements causing major inconveniences even if the primary structure has reported minor damages. In recent years, many territories have been hit worldwide by strong seismic sequences, which caused widespread damages to the nonstructural elements and in particular to the masonry internal partitions and the masonry infill panels of the buildings in reinforced concrete, with damage to the floor and out-of-plane expulsions/collapses of single layers. Unfortunately, these critical issues have arisen not only in historic, but also in recent buildings with reinforced concrete, in many cases exhibiting inadequate seismic behavior, only partly attributable to the intrinsic vulnerability of the masonry panels against seismic actions. Such problems are due to the following aspects: lack of attention to construction details in the realization of the construction, use of poor-quality materials, and above all lack of design tools for the infill masonry walls. In 2018, regarding the design of nonstructural elements, the formulation of floor spectra has been recently introduced in Italy. This entry article wants to focus on all these aspects, describing the state of the art, the literature studies and the design problems to be solved.
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Lazzali, Farah, und Mohamed N. Farsi. „Vulnerability Index of Algiers Reinforced Concrete Buildings“. Advanced Materials Research 685 (April 2013): 228–32. http://dx.doi.org/10.4028/www.scientific.net/amr.685.228.
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Reinforced Concrete (R/C) buildings experienced major damage in past earthquakes. Structural damage including column cracking, shear failure and collapse, were due to particular conditions, such as: poor member sizing and detailing, soft stories, building irregularity, bounding, bad quality of construction materials and workmanship. Various approaches and methods to assess the seismic vulnerability of buildings were established through examining a damage indicator: “vulnerability index”. In this work, a simplified vulnerability index based on design parameters describing the deficiencies of the structural system is proposed. The global index of each R/C building in the surveyed area is evaluated and normalized.
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Tassios, T. P. „Seismic design of reinforced concrete and masonry buildings“. Structural Safety 12, Nr. 3 (Oktober 1993): 247. http://dx.doi.org/10.1016/0167-4730(93)90008-o.
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Rady, Mohammed, Sameh Youssef Mahfouz und Salah El-Din Fahmy Taher. „Optimal Design of Reinforced Concrete Materials in Construction“. Materials 15, Nr. 7 (02.04.2022): 2625. http://dx.doi.org/10.3390/ma15072625.
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The structural design process is iterative and involves many design parameters. Thus, this paper presents a controlled framework for selecting the adequate structural floor system for reinforced concrete buildings and efficiently utilizing the corresponding construction materials. Optimization was performed using an evolutionary algorithm to minimize the total construction cost, considering the costs of concrete, steel reinforcement, formwork, and labor. In the problem formulation, the characteristic compressive strength of concrete was treated as a design variable because it affects the mechanical performance of concrete. The design variables included the column spacings, concrete dimensions, and steel reinforcement of different structural components. The constraints reflected the Egyptian code of practice provisions. Because the choice of the structural floor system affects the design details, three systems were considered: solid slabs, flat slabs with drop panels, and flat slabs without drop panels. Two benchmark examples were presented, and the optimal design results of the structural floor systems were compared. The solid slab system had the lowest construction cost among the three structural floor systems. Comparative diagrams were developed to investigate the distribution of construction costs of each floor system. The results revealed that an adequate choice of design variables could save up to 17% of the building’s total construction cost.
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Pavlikov, Andrii, Serhii Mykytenko und Anton Hasenko. „Effective Structural System for the Affordable Housing Construction“. International Journal of Engineering & Technology 7, Nr. 3.2 (20.06.2018): 291. http://dx.doi.org/10.14419/ijet.v7i3.2.14422.
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This article falls within vital question in quickly builds construction – theoretical method for calculating the slabs and columns of such buildings. Calculation research of buildings with reinforced concrete frame slabs is described in the article. The features of work the collapsible flat plate ceiling in composition of reinforced concrete framework of building are analyzed. Problems in the design of framework building are considered in order to increase its reliability. The suggestions for directions of perfection the calculation of flat plate frame construction elements are proposed in the article. The novelty of this work is to get new theoretical data about bearing capacity and deformability of structural system for the affordable housing construction from reinforced concrete.
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Massone, Leonardo M., Patricio Bonelli, René Lagos, Carl Lüders, Jack Moehle und John W. Wallace. „Seismic Design and Construction Practices for RC Structural Wall Buildings“. Earthquake Spectra 28, Nr. 1_suppl1 (Juni 2012): 245–56. http://dx.doi.org/10.1193/1.4000046.
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Reinforced concrete buildings utilizing structural walls for lateral load resistance are the predominant form of construction in Chile for buildings over four stories. Typical buildings include a large number of walls, with ratios of wall cross-sectional area to floor plan area of roughly 3% in each principal direction. Based on the good performance of RC buildings in the March 1985 earthquake, requirements for closely spaced transverse reinforcement at wall boundaries were excluded when Chile adopted a new concrete code in 1996 based on ACI 318-95. In recent years, use of three-dimensional linear models along with modal response spectrum analysis has become common. Since 1985, nearly 10,000 new buildings have been permitted. Although the newer buildings have similar wall area to floor plan areas as older buildings, newer walls are thinner and buildings are taller, leading to significantly higher wall axial load ratios.
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Includes corrigenda (inserted at front) and list of publications published as a result of this research. Includes bibliographical references (leaves 192-199) Investigates the overload behaviour and modes of collapse of reinforced concrete flexural members containing 500MPa grade reinforcing steel and evaluates the adequacy of current ductility requirements for design according to AS 3600 to ensure strength and safety.
2
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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Ouyang, Yi, und 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. published_or_final_version Civil Engineering Master Master of Philosophy
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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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Yuksel, Bahadir S. „Experimental Investigation Of The Seismic Behavior Of Panel Buildings“. Phd thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/2/1070309/index.pdf.
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Shear-wall dominant multi-story reinforced concrete structures, constructed by using a special tunnel form technique are commonly built in countries facing a substantial seismic risk, such as Chile, Japan, Italy and Turkey. In 1999, two severe urban earthquakes struck Kocaeli and Dü zce provinces in Turkey with magnitudes (Mw) 7.4 and 7.1, respectively. These catastrophes caused substantial structural damage, casualties and loss of lives. In the aftermath of these destructive earthquakes, neither demolished nor damaged shear-wall dominant buildings constructed by tunnel form techniques were reported. In spite of their high resistance to earthquake excitations, current seismic code provisions including the Uniform Building Code and the Turkish Seismic Code present limited information for their design criteria. This study presents experimental investigation of the panel unit having H-geometry.
To investigate the seismic behavior of panel buildings, two prototype test specimens which have H wall design were tested at the Structural Mechanics Laboratory at METU. The experimental work involves the testing of two four-story, 1/5-scale reinforced concrete panel form building test specimens under lateral reversed loading, simulating the seismic forces and free vibration tests. Free vibration tests before and after cracking were done to assess the differences between the dynamic properties of uncracked and cracked test specimens.
A moment-curvature program named Waller2002 for shear walls is developed to include the effects of steel strain hardening, confinement of concrete and tension strength of concrete. The moment-curvature relationships of panel form test specimens showed that walls with very low longitudinal steel ratios exhibit a brittle flexural failure with very little energy absorption.
Shear walls of panel form test specimens have a reinforcement ratio of 0.0015 in the longitudinal and vertical directions. Under gradually increasing reversed lateral loading, the test specimens reached ultimate strength, as soon as the concrete cracked, followed by yielding and then rupturing of the longitudinal steel. The displacement ductility of the panel form test specimens was found to be very low. Thus, the occurrence of rupture of the longitudinal steel, as also observed in analytical studies, has been experimentally verified. Strength, stiffness, energy dissipation and story drifts of the test specimens were examined by evaluating the test results.
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Kajewski, Stephen L. „Post-tensioning and its effect on multi-level formwork load distribution“. Thesis, Queensland University of Technology, 1998. https://eprints.qut.edu.au/36033/8/36033_Digitised_Thesis.pdf.
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Multi-level concrete buildings requrre substantial temporary formwork
structures to support the slabs during construction. The primary function of
this formwork is to safely disperse the applied loads so that the slab being
constructed, or the portion of the permanent structure already constructed, is
not overloaded. Multi-level formwork is a procedure in which a limited
number of formwork and shoring sets are cycled up the building as
construction progresses. In this process, each new slab is supported by a
number of lower level slabs. The new slab load is, essentially, distributed to
these supporting slabs in direct proportion to their relative stiffness.
When a slab is post-tensioned using draped tendons, slab lift occurs as a
portion of the slab self-weight is balanced. The formwork and shores
supporting that slab are unloaded by an amount equivalent to the load
balanced by the post-tensioning. This produces a load distribution inherently
different from that of a conventionally reinforced slab.
Through , theoretical modelling and extensive on-site shore load
measurement, this research examines the effects of post-tensioning on multilevel
formwork load distribution. The research demonstrates that the load
distribution process for post-tensioned slabs allows for improvements to
current construction practice. These enhancements include a shortening of
the construction period; an improvement in the safety of multi-level
form work operations; and a reduction in the quantity of form work materials
required for a project.
These enhancements are achieved through the general improvement in
safety offered by post-tensioning during the various formwork operations.
The research demonstrates that there is generally a significant improvement
in the factors of safety over those for conventionally reinforced slabs. This
improvement in the factor of safety occurs at all stages of the multi-level
formwork operation. The general improvement in the factors of safety with
post-tensioned slabs allows for a shortening of the slab construction cycle
time. Further, the low level of load redistribution that occurs during the
stripping operations makes post-tensioned slabs ideally suited to reshoring
procedures. Provided the overall number of interconnected levels remains
unaltered, it is possible to increase the number of reshored levels while
reducing the number of undisturbed shoring levels without altering the
factors of safety, thereby, reducing the overall quantity of formwork and
shoring materials.
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Gravina, Rebecca Jane. „Non-linear overload behaviour and ductility of reinforced concrete flexural members containing 500MPa grade steel reinforcement / by Rebecca Jane Gravina“. Thesis, 2002. http://hdl.handle.net/2440/21791.
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Includes corrigenda (inserted after title page) and list of publications published as a result of this research. Includes bibliographical references (leaves 192-199) xxvii, 223 leaves : ill. ; 30 cm. Investigates the overload behaviour and modes of collapse of reinforced concrete flexural members containing 500MPa grade reinforcing steel and evaluates the adequacy of current ductility requirements for design according to AS 3600 to ensure strength and safety. Thesis (Ph.D.)--University of Adelaide, Dept. of Civil and Environmental Engineering, 2002
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Kurama, Yahya Cüneyt. „Seismic analysis, behavior, and design of unbonded post-tensioned precast concrete walls /“. Diss., 1997. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:9730301.
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Reynolds, Charles E. Examples of the design of reinforced concrete buildings to BS8110 ; and, Reinforced concrete designer's handbook. London: Spon, 1992.
Buchteile zum Thema "Buildings, Reinforced concrete Australia Design and construction":
1
Salem, Yasser S., Guseppe Leminto und Trung Tran. „Analytical Fragility Curves for Non-Ductile Reinforced Concrete Buildings Retrofitted with Viscoelastic Dampers“. In Design and Construction of Smart Cities, 31–38. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-64217-4_4.
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Aoyama, Hiroyuki. „Recent development in design and construction of high-rise reinforced concrete buildings in Japan“. In Earthquake Engineering, herausgegeben von Shamim A. Sheikh und S. M. Uzumeri, 3–16. Toronto: University of Toronto Press, 1991. http://dx.doi.org/10.3138/9781487583217-006.
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Morris, Gareth, Mark Browne, Kirsti Murahidy und Mike Jacka. „Christchurch Town Hall Complex: Post-Earthquake Ground Improvement, Structural Repair, and Seismic Retrofit“. In Case Studies on Conservation and Seismic Strengthening/Retrofitting of Existing Structures, 145–72. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/cs002.145.
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<p>The Christchurch Town Hall (CTH) complex contains six reinforced concrete buildings constructed circa 1970 in Christchurch, New Zealand (NZ). The complex is used for performing arts and entertainment, with an Auditorium that is internationally recognized for its acoustics. It is listed as a Grade-1 heritage building due to its cultural and historical significance. Unfortunately, the CTH foundation system was not originally designed to accommodate liquefaction-induced differential settlement and lateral spreading effects, as highlighted by the 2010–2011 Canterbury earthquake sequence. Although the most extreme ground motions exceeded the NZS 1170.5 code-defined 1/2500 year earthquake loads, the CTH structures performed remarkably well for a design that pre-dated modern seismic codes. Most of the observed structural damage was a result of the differential ground deformations, rather than in response to inertial forces. The post-earthquake observations and signs of distress are presented herein. The primary focus of this paper is to describe two major features of the seismic retrofit project (initiated in 2013) which were required to upgrade the CTH complex to meet 100% of current NZS 1170.5 seismic loadings. Firstly, the upgrade required extensive ground improvement and a new reinforce concrete mat slab to mitigate the impacts future ground deformations. Soil stabilization was provided by a cellular arrangement of jet-grout columns, a relatively new technique to NZ at the time. The new mat slab (typically 600-900 mm) was constructed over the stabilized soils. Secondly, upgrading the superstructure had many constraints that were overcome via a performance-based design approach, using non-linear time-history analysis. Recognizing the heritage significance, the superstructure “resurrection” as a modern building was hidden within the original skin minimized disruption of heritage fabric. Retrofit solutions were targeted, which also minimized the overall works. The 2015–2019 construction phase is briefly discussed within, including jet-grout procedures and sequencing considerations.</p>
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Tugsal, Ulgen Mert, und Beyza Taskin. „Numerical Methods for the Seismic Performance Assessment of Reinforced Concrete Buildings“. In Architecture and Design, 1054–72. IGI Global, 2019. http://dx.doi.org/10.4018/978-1-5225-7314-2.ch039.
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Considering the fact that similar structural and construction deficiencies which are exposed during the recent destructive earthquake events are existing in many southern European, Middle Eastern and west Asian countries settling on highly seismic zones, designating the seismic adequacy of the existing building stock for providing structural safety is a significant necessitation in the mitigation of losses during the future seismic events. In most of these regions, a clear majority of the building stock has not been adequately designed or constructed in terms of the seismic regulations of the design codes, while some have even not benefitted from engineering services. Post-earthquake site observations demonstrate the insufficient capacities in these buildings depending on different structural and construction deficiencies. Within the scope of this research, it is aimed to investigate and compare the analytically calculated structural performances of a building ensemble consists of 3~5 story structures with known damage level by utilizing different procedures.
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Reynolds, Charles E., und James C. Steedman. „Beam-and-slab construction: one-way slabs“. In Examples of the Design of Reinforced Concrete Buildings to BS8110, 69–79. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-10.
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Reynolds, Charles E., und James C. Steedman. „Beam-and-slab construction: two-way slabs“. In Examples of the Design of Reinforced Concrete Buildings to BS8110, 80–84. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-11.
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K. Kar, Anil. „Rebars for Durable Concrete Construction: Points to Ponder“. In Design of Cities and Buildings - Sustainability and Resilience in the Built Environment. IntechOpen, 2021. http://dx.doi.org/10.5772/intechopen.95401.
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Reinforced concrete is the number one medium of construction. It is important to have good quality concrete and reinforcing bar (rebar). It is equally important to have competent bond between rebar and concrete. About six decades ago ribbed rebars of high strength steel started replacing plain round bars of mild steel, the use of which had made reinforced concrete constructions durable. It was overlooked that ribbed rebars of carbon steel would be highly susceptible to corrosion at accelerated rates. That would not only make reinforced concrete constructions reach states of distress early, that could also destroy or reduce bond between ribbed rebars and concrete. The continued use of ribbed rebars of high strength carbon steel demonstrates a widespread lack of understanding of the phenomenon of bond between rebars and concrete. This lack of understanding of bond has led to the introduction of epoxy coated ribbed rebars, ribbed stainless steel bars and glass fiber reinforced and granite reinforced polymer rebars, all of which permit reinforced concrete carry static loads because of engagement between such rebars and concrete. But the load-carrying capacity of reinforced concrete elements is impaired, and such elements become vulnerable to local or even total failure during vibratory loads. The use of PSWC-BAR, characterized by its plain surface and wave-type configuration, permits the use of medium strength and high strength steel. In the absence of ribs, the rate of corrosion is greatly reduced. The use of PSWC-BARs, at no added effort or cost, in lieu of conventional ribbed bars, leads to enhancement of effective bond or engagement between such rebars and concrete, thereby leading to increased load-carrying capacity, several-fold higher life span, ductility and energy-absorbing capacity, and great reduction in life cycle cost and adverse impact of construction on the environment and the global climate. In keeping with a lack of understanding of bond between rebars and concrete, there is arbitrariness in the selection of the required level of percent elongation and ductility of rebars.
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„Linear and nonlinear seismic response of prefabricated combined (frames-tall shear walls) system of construction“. In Nonlinear Seismic Analysis and Design of Reinforced Concrete Buildings, 269–78. CRC Press, 1992. http://dx.doi.org/10.1201/9781482296662-21.
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Zatar, Wael, und Hai Nguyen. „Towards Innovative and Sustainable Construction of Architectural Structures by Employing Self-Consolidating Concrete Reinforced with Polypropylene Fibers“. In Architectural Design – Progress Towards Sustainable Construction [Working Title]. IntechOpen, 2020. http://dx.doi.org/10.5772/intechopen.95091.
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Self-consolidating concrete (SCC) has been successfully employed to reduce construction time and enhance the quality, performance, and esthetic appearance of concrete structures. This research aimed at developing environmentally friendly fiber-reinforced concrete (FRC) consisting of SCC and recycled polypropylene (PP) fibers for sustainable construction of city buildings and transportation infrastructure. The addition of the PP fibers to SCC helps reducing shrinkage cracks and providing enhanced mechanical properties, durability, and ductility of the concrete materials. Several mix designs of self-consolidating fiber-reinforced concrete (SCFRC) were experimentally examined. Material and esthetic properties of the SCFRC mixtures that include micro silica, fly ash, and PP fibers were evaluated. Trial-and-adjustment method was employed to obtain practically optimum SCFRC mixtures, mixtures that are affordable and easy to make possessing enhanced compressive strength and esthetic properties. Slump flow and air content testing methods were used to determine the fresh properties of the SCFRC mixtures, and the esthetic properties of the mixtures were also evaluated. The hardened properties of the SCFRC mixtures were examined using three- and seven-day compression tests. The amount of fine/coarse aggregate, water, and other admixtures were varied while the Portland cement content in all mixtures was maintained unchanged. The maximum three-day compressive strength was 43.17 MPa and the largest slump flow was 736.6 mm. Test results showed enhanced material properties such as slump flow, air content and compressive strength values of the SCFRC mixtures and their excellent esthetic appearance. The favorable seven-day compressive strength of the SCFRC mixture, with 4.8 percent air content and 660.4 mm slump flow, is 39.26 MPa. The mixtures’ in this study are proven to be advantageous for potential SCFRC applications in architectural structures including building façades and esthetically-pleasing bridges.
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Krishan, Anatoly. „Bearing Capacity of Concrete Filled Steel Tube Columns“. In Sustainable Concrete [Working Title]. IntechOpen, 2021. http://dx.doi.org/10.5772/intechopen.99650.
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Concrete filled steel tubes columns of circular cross section (CFST) have significant constructive, technological, economic advantages. Therefore, CFST are increasingly used in construction practice. Due to the complex nature of CFST load resistance, regulations of the Europe, Australia, Brazil, India, Canada, China, the USA, Japan, and of a number of other countries recommend using empirical formulas for calculating their bearing capacity. Despite the large number of the experiments, serving as a basis for these formulas, they do not always allow to obtain valid results. Besides, these methods, as a rule, do not allow the calculations of compressed CFST elements, which have any differences from a “classical” design, for example, the presence of a high-strength rod and (or) spiral reinforcement, various types of concrete, the effect of preliminary lateral compression of a concrete core, etc. The purpose of this monograph is to propose the method of deformation calculation of the bearing capacity of compressed CFST elements under short-term load action based on the phenomenological approach and the theoretical positions of reinforced concrete mechanics.
Konferenzberichte zum Thema "Buildings, Reinforced concrete Australia Design and construction":
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„Influence of Design and Construction Practices on Seismic Behavior of Reinforced Concrete Buildings“. In SP-128: Evaluation and Rehabilitation of Concrete Structures and Innovations in Design. American Concrete Institute, 1991. http://dx.doi.org/10.14359/3279.
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„Outline of Recommendations for Durability Design and Construction Practice of Reinforced Concrete Buildings in Japan“. In SP-234: Seventh CANMET/ACI International Conference on Durability of Concrete. American Concrete Institute, 2005. http://dx.doi.org/10.14359/15946.
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„"Rehabilitation of Moderately Damaged Reinforced Concrete Buildings After June 27, 1998 Ceyhan Earthquake"“. In "SP-193: Repair, Rehabilitation, and Maintenance of Concrete Structures, and Innovations in Design and Construction - Pro". American Concrete Institute, 2000. http://dx.doi.org/10.14359/9969.
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Solis-Navarro, Carlos, und Anna-Carin Brink. „Widening jointed reinforced concrete pavements on the Easing Sydney’s Congestion Program“. In 12th International Conference on Concrete Pavements. International Society for Concrete Pavements, 2021. http://dx.doi.org/10.33593/y0qxjehe.
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The aim of this paper is to demonstrate how existing jointed reinforced concrete pavements (JRCPs) are incorporated in the design of new and/or widened lanes as part of the Easing Sydney's Congestion (ESC) Program. The ESC Program is one of the Transport for New South Wales' initiatives to meet the increasing demand for infrastructure in the state. At the inception of the Program in 2016, major capital expenditure was set over AU $2.1 billion over five years to 2021. NSW is the State in Australia with the largest number of concrete pavements in the urban road network; mostly JRCPs many of which are now more than 40 years old and surfaced with nominal 50 mm asphalt. As part of the more than 50 projects delivered, the existing concrete pavements required widening to allow for additional lanes and extension of turning lanes. Whilst the pavement designs had to meet minimum engineering standards with a design life of 40 years, they also needed to cater for rapid construction to mitigate disruption to road users in limited construction space. This paper will describe the approach used to gain information on the existing pavements, the different pavement structures constructed, the detailing of the widenings, the specification of various concrete mixes including high-early strength materials and lessons learnt from the construction phase.
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Lieboldt, Matthias, Wiebke Seifert und Matthias Tietze. „Resource consumption in construction as a global challenge“. In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0992.
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<p>The construction industry plays a central role in the design of our environment. Global population growth is associated with an increase in material resource consumption and CO2 emissions. Sustainable ideas and developments to reduce the need for resources and CO2 emissions as well as to increase the service life of buildings are becoming more important. Carbon Concrete Composite – C³ is made of a high-tensile reinforcement with carbon fibers and concrete is particularly convincing due to its high durability and long service life. In practice, its suitability has already been proven in numerous projects, so that carbon reinforced concrete is an integral part of research and application. The selected example illustrates the potential of carbon concrete construction. For this purpose, a material-related and systemic comparison of steel and carbon reinforced concrete is carried out using the example of a carbon reinforced concrete bridge.</p>
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Olipitz, Michael. „Structural design criteria for road bridges made of UHPC large prefabricated parts - approaches to possible CO2 savings potential in bridge construction“. In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.0605.
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<p>The future development of girder bridges is determined by the goals of more sustainable and more resource-efficient forms of construction, which can be achieved by optimizing material, structure and manufacture. The practice of early, costly repairs or replacement buildings, which has been common in reinforced concrete construction for decades, allows the realization to mature that the reinforced concrete material for heavily exposed structures in the infrastructure sector must be replaced by a more efficient material and its construction method. In materials research in the 21st century, the UHPC (ultra high performance concrete) has become the preferred option for constructive use in bridge construction and, when used appropriately, offers many possibilities</p><p>The UHPC combines the advantages of concrete construction with those of steel construction and is also more durable. The main focus is on the structural detailing and application of UHPC prefabricated parts appropriate to the material and the associated reduction in susceptibility to corrosion, the main disadvantage of concrete bridges.</p><p>The use of <i>UHPC-bridgefamily</i><i>Integral</i><i> </i>in bridge construction should, in addition to a possible longer service life, primarily enable resource savings and the associated savings in CO2 consumption compared to reinforced concrete construction. For an example of 170m long span bridge structure, the article shows a comparison between the reinforced concrete construction and the UHPC construction, both in terms of mass and energy consumption.</p><p>The structural optimization of the flat UHPC side wall is done on the one hand by adapting the panel thickness and by making targeted openings. In the following, some of the construction-specific details are presented, such as the fixture and the joint detail for decoupling the roadway plate and the longitudinal structure. The presented construction of the UHPC-bridgefamilyIntegral is intended on the one hand to show the optimization possibilities for girder bridges in the medium span range and on the other hand the advantages of UHPC in terms of sustainability and resource efficiency as well as the possibilities of an aesthetic formulation for future applications.</p>
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Olipitz, Michael. „Structural design criteria for road bridges made of UHPC large prefabricated parts - approaches to possible CO2 savings potential in bridge construction“. In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.0605.
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<p>The future development of girder bridges is determined by the goals of more sustainable and more resource-efficient forms of construction, which can be achieved by optimizing material, structure and manufacture. The practice of early, costly repairs or replacement buildings, which has been common in reinforced concrete construction for decades, allows the realization to mature that the reinforced concrete material for heavily exposed structures in the infrastructure sector must be replaced by a more efficient material and its construction method. In materials research in the 21st century, the UHPC (ultra high performance concrete) has become the preferred option for constructive use in bridge construction and, when used appropriately, offers many possibilities</p><p>The UHPC combines the advantages of concrete construction with those of steel construction and is also more durable. The main focus is on the structural detailing and application of UHPC prefabricated parts appropriate to the material and the associated reduction in susceptibility to corrosion, the main disadvantage of concrete bridges.</p><p>The use of <i>UHPC-bridgefamily</i><i>Integral</i><i> </i>in bridge construction should, in addition to a possible longer service life, primarily enable resource savings and the associated savings in CO2 consumption compared to reinforced concrete construction. For an example of 170m long span bridge structure, the article shows a comparison between the reinforced concrete construction and the UHPC construction, both in terms of mass and energy consumption.</p><p>The structural optimization of the flat UHPC side wall is done on the one hand by adapting the panel thickness and by making targeted openings. In the following, some of the construction-specific details are presented, such as the fixture and the joint detail for decoupling the roadway plate and the longitudinal structure. The presented construction of the UHPC-bridgefamilyIntegral is intended on the one hand to show the optimization possibilities for girder bridges in the medium span range and on the other hand the advantages of UHPC in terms of sustainability and resource efficiency as well as the possibilities of an aesthetic formulation for future applications.</p>
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Moghassemi, Golshan, und Peyman Akhgar. „The Advent of Modern Construction Techniques in Iran: Trans-Iranian Railway Stations (1933-1938)“. In The 38th Annual Conference of the Society of Architectural Historians Australia and New Zealand. online: SAHANZ, 2022. http://dx.doi.org/10.55939/a3986pe808.
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It was only in the early 20th century that the concept of ‘architect’, as defined in Europe, was introduced in Iran. During the nineteenth century, Iranian architects were traditional master builders (me’mars) who would learn architecture after years of working with a master. This unique change in the conception of architecture in Iran took place during the interwar period. In 1926, when Reza Shah founded the Pahlavi dynasty, his policies toward rapid modernisation transformed the way architectural design and practice was performed in Iran. Among Reza Shah’s earliest programs was the construction of numerous railway stations, extended from north to south, and for that, he invited Western-educated architects and European companies to Iran. The architecture of railway stations became one among the earliest examples of Iranian modern architecture, leading to the introduction of modern materials such as reinforced concrete to Iran. By considering Reza Shah’s nationalist policies and progressive agenda, this article investigates the architecture of railway stations, illuminating how their construction paved the way for the arrival of modern architecture and the development of construction technology in 1930s Iran.
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Camporeale, Antonio. „Spanish ‘Plastic’ Architecture. A critical reading and design approach.“ In 8º Congreso Internacional de Arquitectura Blanca - CIAB 8. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/ciab8.2018.7594.
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The following critical text proposes a series of notes and reflections on the reinforced concrete architecture, not on the material itself. Since its invention, concrete has combined two potentialities, deriving from the two materials of which it is composed: the ‘elastic’ potential, which has been developed and has reached a consolidated form and tradition, and the ‘plastic’ one. The last one has been little experienced at the beginning and, in the course of recent history of architecture, has found space in architectural criticism in the meaning of "expressive", "brutalist", "sculptural", ending up to influence 'superficially' (related to the surface) of architecture. The 'plastic' architecture, instead, is three-dimensional and unifies the construction and spatial qualification in a single design gesture. This critical approach not only allows reconsidering the history of modern/contemporary architecture starting from the necessary collaboration between space and construction that unifies the final judgment on the works, but allows influencing the project, adhering to a formative process of those geographic-cultural areas that possess those certain characters, the masonry one. The Spanish "plastic" architecture is, in that sense, a clear example: in many buildings this "masonry" character is clearly identified, due to the architectural exploitation of the reinforced concrete plastic potential.
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Sun, Feng, und Rong Pan. „Study on the Prestressing Effect in Reinforced Concrete Containment by Using ANSYS“. In 2013 21st International Conference on Nuclear Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/icone21-15241.
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Prestressed reinforced concrete containment is an important part among the safety-related buildings, and the presressing technology is widely used in containment construction which is best suited to the cylindrical-type containment topped by a dome. It has been recognized that traditional methods for analysis of containment prestressing system have been unable to satisfy more accurate design, research and monitoring requirements. Prestressing tendons are placed complexly in containment structure, especially near the major equipment hatch area, which is the three-dimensional curve and the friction loss must be considered. Firstly, containment structure and the distribution of prestresseing system are introduced briefly. Furthermore, the calculating process of prestressing tendons losses is put forward in details which take the major equipment hatch as an example. Solid65 element and constitutive model of concrete in ANSYS are introduced in details, and the characteristic of simulating prestressing tendons in ANSYS is analyzed. Based above study, finite element model of the prestressed structure is built based on some concrete containment by using ANSYS program, the prestressing effect on concrete containment is put forward. The numerical results show that most of the design pressure is beared by the prestressing system under the design-basis pressure condition, and the simulation method is effective with a high accuracy which agrees well with stress tests performed on-site in some operating NPPs such as LINGAO PHASE II.
Berichte der Organisationen zum Thema "Buildings, Reinforced concrete Australia Design and construction":
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Integrated Design Optimization for Long Span Steel Transfer Truss at Redevelopment of Hong Kong Kwong Wah Hospital. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.365.
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Long-span steel trusses are increasingly used in high-rise buildings to replace reinforced concrete thick transfer plate due to light weight and high load-bearing capacity. To support multi-stories above the steel transfer truss, a comprehensive method based on second-order direct analysis method has been applied for optimization design of long-span steel transfer truss in the Redevelopment of Hong Kong Kwong Wah Hospital (KWH) – Phase 1. In the project, a 35m long-span steel transfer truss is adopted at the 3rd to 5th floors to support the above 15-story reinforced concrete structure. Innovative technologies such as the integrated global and local optimization, the integrated design and construction have been explored and made to achieve better uniformity and harmony in structure. In particular, twin trusses with better structural performance, less fabrication cost and ease of constructability are studied and finally adopted in main trusses to replace original single trusses. The optimal scheme has brought both cost and time saving in fabrication, construction, operation and maintenance stages.
