Дисертації: "Concrete construction Formwork Design and construction"

1

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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Alamin, Basher. "Analysis of construction loads on concrete formwork." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1999. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape8/PQDD_0006/MQ43645.pdf.

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3

Bočková, Andrea. "Stavebně technologický projekt přípravy a realizace administrativní budovy firmy TREFAL, spol. s r.o." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409917.

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The aim of this thesis is the development project of the firm TREFAL, Spol. s.r.o. The object SOO2 - Administrative building - that is a constituent of the area of TREFAL, Spol. s.r.o. is discussed topic of this thesis. The main focus is the construction development of the monolithic supporting construction objects. The thesis further depicts and investigates accompanying and overall technical report, an implementation study of the main technological stages, situational designs, a solution of the broader traffic relations including a proposal for the supplementation of the construction development, BOZP plan, budget and timeline, a proposal for the new local communication and following textual and design documentation according to the thesis assignments.

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4

Bostanci, Sevket Can. "Low carbon sustainable concrete design and construction." Thesis, Kingston University, 2015. http://eprints.kingston.ac.uk/34545/.

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5

Lee, Sang Hoon. "Study of construction methodology and structural behaviour of fabric-formed form-efficient reinforced concrete beam." Thesis, University of Edinburgh, 2011. http://hdl.handle.net/1842/5935.

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The nature of this research is in advancing conventional structures and their methods of construction by exploring new technology. The formwork construction of the modern concrete structure involves the use of rigid materials such as steel and timber. This type of formwork often produces structures of forms with limited flexibility which would also hinder the even distribution of the induced stresses. To construct concrete structures with more organic forms; ones that responds to a more natural flow of the induced stresses, it is thought to be more logical to use flexible mould such as the fabric formwork. In such form-active shape the materials’ utilization can be maximized and the degree of material waste can be reduced. For example, when the form responds to the externally applied loads in the way that the internally incurred stresses at any point of the body closely match the capacity of the material, then the form is material-efficient and said to be in its optimal form. The use of fabric formwork, due to its permeability can also improve the quality of concrete by eliminating any air holes on the surface, and also there are reports showing the increase in concrete’s compression strength due to the reduction in water-cement ratio when cast in a fabric mould. This research concentrates on finding such material-efficient form (thus more sustainable) for reinforced concrete beam of improved material quality, through the development of the more efficient construction system of flexible fabric formwork. For this research 11 different types of beams have been built and tested in total, and their construction methods are illustrated and discussed also (Chapter 7 and Chapter 4 respectively). The designs of the beams are developed through consecutive experiment, analysis, evaluation, and modification process (Chapter 6). For the structural analysis of the beams, the most widely accepted analysis methods are reviewed and adapted (Chapter 8). Based on the evaluations of the analytical results the following variables of the beams are modified through the development of the beam designs: The effect of Compression Steel Mesh in Flange Stress Distribution Around Anchorage; Vertical and Horizontal Web Geometry Varying Depth of Flange Steel Content Also it is a part of the current research’s aim to look at the possible application of the current design methods for the design of the fabric formed beams that are discussed in this research. Thus the experimental results are compared with the results which are calculated from the standard design methods suggested by the British Standard Code of Practice (BS8110) (Chapter 9). Computational finite element (FE) analysis is carried out where more intensive analysis is required (Chapter 10). The results of the FE analysis are also compared with the theoretical and experimental results for the verification purpose. The material efficiency of the beam in its final form is assessed through the embodied energy analysis, which compares the total embodied energy consumed through the construction of the beam with a virtual beam that is designed in accordance with the BS8110 (Chapter 11). The analysis indicates that the total embodied energy of the fabric formed beam is about 20~40% less in comparison with the beam designed in accordance with the BS8110. This thesis has the purpose to illustrate and provide the practical information on the design and the construction process of the fabric formed beams, which can be used as a reference to the future research and construction.

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Leung, Chun-yu Cliff, and 梁鎮宇. "Performance of in-situ concrete stitches in precast concrete segmentalbridges." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2012. http://hub.hku.hk/bib/B49617758.

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Multi-span precast concrete segmental bridges are commonly constructed using the balanced cantilever method, which essentially involves sequentially extending precast segments outwards from each pier in a balanced manner. A gap of 100 to 200 mm wide is usually provided around the mid-span location between the last two approaching segments to facilitate erection. In-situ concrete is then cast to ‘stitch’ the segments together, thus making the bridge deck continuous. In the current practice, the in-situ concrete stitches are usually designed to be capable of sustaining considerable sagging moment but only minimal hogging moment. Failure of stitches may occur under exceptional circumstances that may potentially trigger a progressive collapse. However, relatively little research in this area has been carried out. In view of this, the author is motivated to undertake an extensive study of the behaviour of in-situ concrete stitches and the effects of their performance on the robustness of typical segmental bridges. Experimental study is carried out to examine the behaviour of in-situ stitches under different combinations of internal forces. Series of stitch specimens of different configurations are tested. Subsequent parametric studies are conducted numerically to examine the effects of various parameters on the load-displacement characteristics of the stitches. Formulae for strength estimation are proposed based on the results. A study of robustness involves analyzing the collapse behaviour of a structure in an extreme event and the analysis should be carried out up to and then well beyond the state of peak strength of structural members. A finite element programme for post-peak analysis is therefore developed for the present study. As the ability of a member section to sustain large inelastic deformation can ultimately affect the robustness of a structure, an investigation is conducted to examine the effects of steel content, yield strength and prestressing level on the ductility and deformability of prestressed concrete sections. Using the programme developed, the formation of collapsing mechanisms of a multi-span segmental bridge deck in an extreme event is examined. A typical bridge deck is subject to prescribed accidental load on its span in order to analyze the sequence of failure. Substantial redistribution of internal forces along the deck is observed as failures initiate, thus causing subsequent failures of other deck sections even though they have been designed to resist the internal forces at the ultimate limit state. The results indicate that any span of a multispan bridge may become a temporary end-span in the event of collapse of an adjacent span and the strength of the sections must be designed accordingly to prevent progressive failure. As a span becomes a temporary end-span, the in-situ concrete stitches may experience substantial moment and shear, and their failure could potentially trigger progressive collapse of the entire bridge deck. Towards the end of the thesis, important design considerations that can enhance the performance of in-situ concrete stitches and robustness of precast concrete segmental bridges are presented.
published_or_final_version
Civil Engineering
Doctoral
Doctor of Philosophy

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7

Ho, Ching-ming Johnny, and 何正銘. "Inelastic design of reinforced concrete beams and limited ductilehigh-strength concrete columns." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2003. http://hub.hku.hk/bib/B27500305.

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8

Chai, Hsi-Wen. "Design and testing of self-compacting concrete." Thesis, University College London (University of London), 1998. http://discovery.ucl.ac.uk/1317644/.

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Self-compacting concrete (SCC) can flow into place and compact under its own weight into a uniform void free mass even in areas of congested reinforcement. The research reported in this thesis examined the production of SCC with readily available UK materials, with the overall aims of evaluating test methods and establishing a suitable mix design procedure. There have been significant recent developments and applications of SCC in several countries, notably Japan. A literature survey gave an understanding of the advantages and properties of SCC, test methods and the range of constituent materials and their relative proportions for its successful production. A range of SCC mixes can be produced with the common features of a lower aggregate content than conventional concrete and the use of superplasticizers. Most mixes also contained one or more of pulverized fuel ash, ground granulated blast furnace slag and an inert powder filler. A four stage experimental programme was carried out: *tests on pastes to assess the effect of the types and proportions of the powders and superplasticizers on the rheology. *tests on mortars to determine suitable dosage of superplasticizers for high fluidity, low segregation and low loss of workability with time after mixing. Flow spread and funnel tests were used. *tests on fresh concrete to enable suitable types and quantities of coarse aggregate to be combined with these mortars to produce SCC. Fluidity and viscosity were measured using slump flow and V-funnel tests, and passing ability using L- and U-type tests. Two-point workability tests were also carried out, and a novel way of assessing segregation resistance was developed. *tests on hardened concrete to determine compressive strength, bond to reinforcement and drying shrinkage. A mix design procedure, based on a method suggested by Japanese workers, has been developed. This includes optimisation of the mix with a linear optimisation tool from a commercial spreadsheet package.

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9

Foundoukos, Nickolaos. "Behaviour and design of steel-concrete-steel sandwich construction." Thesis, Imperial College London, 2005. http://hdl.handle.net/10044/1/8819.

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10

Navarro, Cota Juan Pedro Martin 1963. "DESIGN AND BEHAVIOR OF COMPOSITE SPACE TRUSSES." Thesis, The University of Arizona, 1987. http://hdl.handle.net/10150/276505.

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A fully automated computer program is developed for the optimum design of steel space trusses acting compositely with a concrete slab placed on top. The program sizes the truss members to meet the requirements of the load and resistance factor design specification of the American Institute of Steel Construction using the load combinations of ANSI. Earthquake loading is not considered. The optimum size is based on minimum cost, regarding the amount of welding required at the joints and of the member itself. The total cost is based on all steel work in the truss. Once the truss configuration has been defined, and it has been ensured that linear elastic behavior exists, the structure is analyzed for the construction process, to make sure that no overstressing will take place in any structural element at any time during construction and service. The analysis and design principles are presented and an actual design case is solved. (Abstract shortened with permission of author.)

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11

Kim, Haena. "Design and field construction of Hawkeye Bridge using ultra high performance concrete for accelerated bridge construction." Thesis, University of Iowa, 2016. https://ir.uiowa.edu/etd/3117.

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The Ultra High Performance Concrete (UHPC) consists of sand, cement, crushed quartz, silica fume, superplasticizer, water and steel fibers, with water-to cement (w/c) ratio of 0.24 or lower. By omitting coarse aggregates in the mix, density and mechanical homogeneity can be maximized. Also, adding steel fibers increases durability by producing exceptionally high compressive and tensile strengths. As a result, a bridge using UHPC can be designed slimmer and longer with less amount of steel reinforcements than a conventional concrete bridge. UHPC developed by Korea Institute of Civil Engineering and Building Technology (K-UHPC) was used to build a bridge, named “Hawkeye”, in Buchanan County, Iowa. This paper describes the design and construction process of the Hawkeye bridge which is the first bridge using K-UHPC in the United States. A unique pi-girder design, which is similar to the design previously developed at MIT, was adopted for the Hawkeye Bridge. The Hawkeye Bridge was successfully constructed using K-UHPC, utilizing local cement, sand and ready-mix trucks. Precast pi-girders were made at the Buchanan County, 17 miles (27 km) from the bridge site. A total of six girders were transported to the bridge site and installed in one day. This project not only demonstrated easy field constructability of K-UHPC but also set a great example of Accelerated Bridge Construction (ABC), which would minimize a traffic disruption.

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Aguero, Patrick I. R. "Concrete tilt-up in residential construction: innovative energy efficient design." Thesis, Aguero, Patrick I.R. (1995) Concrete tilt-up in residential construction: innovative energy efficient design. Masters by Research thesis, Murdoch University, 1995. https://researchrepository.murdoch.edu.au/id/eprint/38169/.

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Tilt-up construction features the use of factory or site cast (not precast) reinforced concrete panels that are tilted about one edge and/or lifted into position to form the walls of a building. This method of construction benefits the builder by offering time and cost savings. It is also attractive to architects because of the variety of surface finishes and panel shapes that can be achieved. Due to this versatility, Tilt-up construction has evolved from its beginnings in factory buildings to sophisticated commercial and multi-unit residential construction. With the continuing growth in Tilt-up construction, there is a need to assess the potential benefits to the home owner of an energy efficient design using the thermal mass properties of concrete Tilt-up panels. Tilt-up will reach its full potential as an energy efficient form of construction when the short term cost savings to the builder are combined with the long term energy savings to the home owner. The objective of this work is to undertake an innovative energy efficient design of a residential Tiltup building in the form of a fully detached single storey house. The project will assess the benefits and the problems of combining residential Tilt-up construction with energy efficient design principles by comparing the results to a conventional design approach. Specific objectives include: • Identification of design elements of energy efficient design and tilt-up construction, • Development of performance indicators to optimise the design and assess the relative benefits and costs of combining energy efficient design and tilt-up construction, • Selection of a proven energy efficient house based on a conventional design approach, • Design of an appropriate Tilt-up construction method for the selected energy efficient house, and • Optimisation of the design by the application of performance indicators to the design elements. In the first instance, it is necessary to determine an appropriate design strategy that will meet the above objectives. The work involves the design of a fully detached single storey house in Perth, Western Australia. Therefore, the design strategy must be relevant to Perth's climatic, social, political and economic conditions. In this light, an Australian rather than an overseas based approach, provides the most appropriate starting point for the research and design task. Developments overseas are assessed with respect to specific design tools and options that may enhance the flexibility, results and applicability of the adopted design approach. Section 2 develops the design strategy for an energy efficient design of a fully detached single storey house incorporating Tilt-up construction. Design strategies in use in Australia that achieve the separate objectives of energy efficient design and Tilt-up construction are identified and specific design. tools and options are assessed. In particular, strengths, weaknesses, limitations and assumptions of available strategies are discussed with respect to the above objectives. A design strategy combining the objectives of energy efficient design and Tilt-up construction is developed together with a consolidated list of common and exclusive design elements. In addition, a multi-objective assessment criteria in the form of performance indicators is introduced to optimise and assess the design. Once the design strategy is developed, it is then necessary to determine how each design element is judged by the assessment criteria. Section 3 develops the assessment framework by assigning, where appropriate, quantitative or qualitative measures to the performance indicators. This establishes the mechanism by which each design element is addressed in terms of the performance indicators. Factors that conflict with, or complement other performance indicators are identified and where possible, quantified. Where required, trade-offs are assessed and adopted. In this way the design task is optimised and assessed in an iterative process to meet the assessment criteria. Section 4 details the design of the Tilt-up house, including optimisation of design elements to meet performance indicators. The selection criteria for a proven energy efficient design to form the base case design is outlined. In addition, the results of the conversion from conventional to Tilt-up construction are discussed and guiding strategies that provide opportunities for further optimisation are identified. Finally, the results of applying appropriate guiding strategies to further optimise the base case design are detailed. It is important to note that due to professional liability limitations on the author, only a preliminary structural design is attempted in this work. If the house is to be constructed, then this will require a detailed structural design that will be the responsibility of an independent professionally certified structural engineer. Section 5 summarises the results of optimising the design and discusses the extent to which each performance indicator has been met. Specifically, the benefits and costs of combining energy efficient design with Tilt-up construction are assessed. Section 6 draws a number of conclusions and makes recommendations for the application of the results and for further work based on the results discussed in Section 5.

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13

Lim, Chim Chai. "Analysis, design, and construction of tilt-up wall panel." Thesis, Virginia Tech, 1987. http://hdl.handle.net/10919/45801.

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The idea of tilt-up construction started in America in the early I900’s. In the beginning, this technique was mainly used on structures such as industrial warehouses and factories. However, recent developments and improvements in tilt-up construction technique and accessories have enabled this building method to be applied to many architecturally appealing offices and residential structures. There are many details the design-build team must consider to ensure the success of a tilt-up project. The floor slab must be designed for panel casting and to withstand the loading of the mobile crane which will be used to lift the panel. The crane capacity affects the panel size and weight. Proper curing and bondbreaker application are very important to reduce bonding and to ensure clear cleavage between concrete surfaces. Changing rigging configuration consumes expensive crane time and must be reduced to minimum possible. The availability of ground-release quick connect/disconnect tilt—up hardware improves workers safety and speeds up the erection process substantially. Although the stress analysis of simple wall panels during erection can be done by hand, panels with more complicated geometry or with openings, are more efficiently analysed with a computer. Many manufacturers have technical services to help in the design of insert layout so that the concrete will not be over stressed when the panel is tilted into position. After the panel is plumbed, it is braced temporarily before the final connection is made. For in-place loading there are now design aids available which ease the design process. When properly designed and built, tilt—up has proved to be a fast, efficient, and economical building construction technique.
Master of Science

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黃崑 and Kun Huang. "Design and detailing of diagonally reinforced interior beam-column joints for moderate seismicity regions." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2003. http://hub.hku.hk/bib/B31244233.

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15

Wong, Anthony K. M. "Theoretical investigation of Australian designed reinforced concrete frames subjected to earthquake loading /." Title page, contents and abstract only, 1999. http://web4.library.adelaide.edu.au/theses/09ENS/09ensw872.pdf.

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16

Joy, Westin T. "Concrete capacity design of the Cazaly hanger." Laramie, Wyo. : University of Wyoming, 2008. http://proquest.umi.com/pqdweb?did=1799711381&sid=1&Fmt=2&clientId=18949&RQT=309&VName=PQD.

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17

Berglin, Alexander. "Short-term deformations in clay under a formwork during the construction of a bridge : A design study." Thesis, KTH, Jord- och bergmekanik, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-212060.

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During the casting of a concrete bridge deck, the temporary formwork is causing the underlying ground to deform if a shallow foundation solution is used. There are often demands on the maximum deformation of the superstructure when designing the foundation for the formwork. To keep the deformations within the desired limits, several ground improvement methods like deep mixing columns or deep foundation methods like piling can be used. Permanent ground improvement methods are however expensive, and far from always needed. To reduce the need for unnecessary ground improvements, it is crucial to calculate the predicted deformations accurately during the design phase. The purpose of this thesis was to investigate how short-term deformations in clay under a formwork during bridge construction should be calculated more generally in future projects. Three different calculation models have here been used to calculate the ground deformations caused by the temporary formwork. A simple analytical calculation and two numerical calculations based on the Mohr Coulomb and Hardening Soil-Small constitutive models. The three calculation models were chosen based on their complexity. The analytical calculation model was the most idealised and the Hardening Soil-Small to be the most complex and most realistic model. Results show that the numerical calculation model Mohr Coulomb and the analytical calculation model gives the best results compared to the measured deformation. One of the most probable reasons for the result is that both of the models require a few input parameters that can easily be determined by well-known methods, such as triaxial-, routine- and CRS-tests. The more advanced Hardening soil small model requires many parameters to fully describe the behaviour of soil. Many of the parameters are hard to determine or seldom measured. Due to the larger uncertainties in the parameter selection compared with the other two models, the calculated deformation also contains larger uncertainties.
Vid gjutning av betongbrodäck kommer den underliggande marken att deformeras av den temporära formställningen, som tar upp lasterna medan betongen härdar. Det finns oftast krav på hur stora markdeformationerna maximalt får vara. För att hålla deformationerna inom gränserna kan diverse markförstärkningsmetoder, så som kalkcementpelare eller pålar, användas. Permanenta markförstärkningar är oftast väldigt dyra och inte alltid nödvändiga. Ett alternativ till att använda dyra markförstärkningar skulle kunna vara att beräkna den förutspådda deformationen med stor exakthet i projekteringsstadiet. Syftet med det här arbetet var att undersöka hur korttidsstätningar i lera vid en bronybyggnation ska beräknas mer generellt i framtida projekt. I detta arbete har tre beräkningsmodeller använts för att beräkna markdeformationerna från den temporära formställningen. En enklare analytisk modell samt två numeriska beräkningsmodeller som baseras på Mohr Coulomb och Hardening Soil Small teorierna. De tre beräkningsmodellerna valdes utifrån deras komplexitet. Den analytiska beräkningen ansågs vara den mest förenklade modellen medan Hardening Soil-Small var den mest komplexa och realistiska modellen. Resultatet visar att trots sin enkelhet så ger den numeriska beräkningsmodellen Mohr Coulomb och den analytiska beräkningen bäst resultat jämfört med de uppmätta deformationerna. En möjlig anledning till det goda resultatet är att modellerna endast kräver ett fåtal ingångsparametrar som kan bestämmas med hjälp av välkända fält- och laboratoriemetoder så som triaxialförsök, rutinlaboratorieförsök och CRS-försök. Den mer komplexa modellen Hardening Soil Small kräver flera ingångsparametrar för att kunna modellera jordens beteende. Många av parametrarna är svåra att bestämma då mätdata oftast saknas. Osäkerheterna i valet av ingångsparametrar för den mer komplexa hardening soil small modellen är större än de två andra studerade modellerna, vilekt även ger upphov till större osäkerheter i dem beräknade deformationerna.

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Tovi, Shivan. "Deflection of concrete slabs : current performance & design deflection limits." Thesis, University of West London, 2017. https://repository.uwl.ac.uk/id/eprint/3836/.

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Deflection is usually controlled by limiting the span/depth ratio. One aspect of this research is to document the deflection of a concrete slab in a large residential block. The other part of the research is to look at current design limits. Limits on deformation were set many decades ago, when the forms of construction, partitions, finishing, cladding and service were very different from what they are now. Part of that is to review the span-to-depth method of design. Site investigation and testing theory through observation and data collection was the main deductive approach of this research. A quantitative method was used to calculate and determine the deflection on concrete slabs, the research is attempted to identify target companies and projects to participate in the research. The data indicate that the slab has not sagged significantly due to the back propping for 30 days. However, it does seem that the slab was sloping down from the corner by 6 mm diagonally across the 12m bay. A margin of deflection around 2mm occurred especially in the mid-span of the slab 12 x 7 m corner bay. The 2 mm deflection occurred at the beginning of the investigation after back propping reinforced concrete corner bay slab. The back propping applied after 7 days of pouring slab.

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Betaque, Andrew D. "Evaluation of software for analysis and design of reinforced concrete structures." Thesis, This resource online, 1992. http://scholar.lib.vt.edu/theses/available/etd-09192009-040235/.

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20

Mostert, Louwrens Hubert. "Design and construction preferences for connections in the precast concrete industry of South Africa." Thesis, Stellenbosch : Stellenbosch University, 2014. http://hdl.handle.net/10019.1/96036.

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Thesis (MEng)--Stellenbosch University, 2014.
ENGLISH ABSTRACT: Precast concrete has been used for decades in the construction industry, locally as well as internationally. Rapid urban development and the need for shorter construction periods for building and infrastructure projects have however encouraged more use of precast concrete construction. The improved speed of construction, high quality and less labour requirements that precast offers makes it an effective type of construction method for modern development. The utilization of various precast concrete systems has been frequently used in the international construction industry, making it a very popular construction method. It was however found that one of the major drawbacks or concerns with the use of precast concrete is the connections between the precast elements. In-situ construction does not have this problem, because it is designed to a monolithic structure or building. It was identified that if the connections in precast buildings or structures are designed or constructed in an insufficient way, it can lead to severe structural problems and even failure. This highlights the importance the design and construction of precast concrete connections have on the overall stability, strength and robustness of the structure. Precast concrete buildings are not merely separate precast elements, connected together to eventually form the same principals of in-situ construction. Precast concrete and connection design is considered to be a specialist field and requires the sufficient expertise and knowledge to understand the structural system and all its different aspects. The precast connection’s function is not merely to transfer loads, but also to develop continuity and ensure monolithic behaviour of the entire precast concrete structure (Englekirk 2003). The most important or desirable structural functions of precast connections are; (i) direct transfer of loads (load paths and flow or forces), (ii) develop structural continuity and integrity, (iii) distribution of concentrated loads, (iv) allow for movements and unintended restraints and lastly to (v) ensure efficient rigidity and robustness for the connection. It can be seen that there is many factors that contribute to the overall design and construction phases of precast concrete connections. The aim of this study is to identify and investigate aspects that influence the design and construction of precast concrete connections. This study will mainly focus on precast concrete and precast connection preferences of participants in the South African construction industry. During this study, industry participants (contractors and consultants) were asked to identify certain aspects and concerns associated with precast concrete and precast connection construction. These answers were used to develop guidelines and preferences that can be used by industry participants to improvise and effectively manage the precast construction, mainly focussing on the connections between the precast elements.
AFRIKAANSE OPSOMMING: Voorafvervaardigde beton word al vir dekades gebruik in die konstruksiebedryf, plaaslik sowel as internasionaal. Vinnige stedelike ontwikkeling en die behoefte vir korter konstruksie tydperke vir die struktuur en infrastruktuur projekte het egter die gebruik en implementasie van voorafvervaardigde beton konstruksie laat toeneem. Die verbeterde spoed van die konstruksie proses, 'n hoë gehalte produk en minder arbeid vereistes wat voorafvervaardiging bied maak dit dus 'n effektiewe tipe konstruksie metode vir moderne ontwikkelings. Die benutting van verskeie voorafvervaardigde beton sisteme en elemente word reeds herhaaldelik gebruik in die internasionale konstruksiebedryf, wat dit vervolglik ŉ baie populêre en effektiewe sisteem maak. Dit is egter bevind dat een van die groot struikelblokke of probleme met die gebruik van voorafvervaardigde beton is die verbindings tussen die voorafvervaardigde elemente. In-situ beton konstruksie het dus nie hierdie probleem nie, want dit word ontwerp om 'n monolitiese beton struktuur of gebou te vorm. Dit was immers geïdentifiseer dat as die verbindings in ŉ voorafvervaardigde gebou of struktuur, ontwerp word deur ŉ ontoereikende manier, dit kan lei tot ernstige strukturele probleme en selfs strukturele faling. Dit beklemtoon dus die belangrikheid wat die ontwerp en konstruksie proses van voorafvervaardigde beton verbindings het op die algehele stabiliteit, sterkte en robuustheid van die struktuur. Voorafvervaardigde beton geboue en strukture kan nie slegs beskou word as aparte voorafvervaardigde elemente wat met mekaar verbind word om eventueel dieselfde beginsels van insitu konstruksie te vorm nie. Voorafvervaardigde beton en verbinding ontwerp word beskou as 'n spesialis veld en vereis dat die ontwerper die nodige kundigheid en kennis van die strukturele stelsel en al sy verskillende aspekte verstaan. Voorafvervaardigde beton verbindings se funksie is nie net om toegepaste kragte oor te dra nie, maar ook om strukturele kontinuïteit te ontwikkel en te verseker dat monolitiese gedrag gehandhaaf word vir die hele voorafvervaardigde beton struktuur (Englekirk 2003). Die mees belangrike strukturele funksies van voorafvervaardigde beton verbindings sluit die volgende in; (i) verseker direkte oordrag van toegepaste kragte (vloei van kragte), (ii) ontwikkeling van strukturele kontinuïteit en integriteit, (iii) die verspreiding van puntbelastings, (iv) moet voorsiening maak vir die bewegings in die voorafvervaardigde element en konneksie self en laastens (v) verskaf doeltreffende rigiditeit en robuustheid vir die konneksie sone. Dus kan daar afgelei word dat daar baie faktore is wat bydra tot die algehele ontwerp en konstruksie fases van voorafvervaardigde beton verbindings. Die doel van hierdie studie is om aspekte te identifiseer en te ondersoek wat die ontwerp en konstruksie van aspekte beton verbindings wel beïnvloed. Die studie sal hoofsaaklik fokus op voorafvervaardigde beton en verbindings voorkeure van persone in die Suid-Afrikaanse konstruksiebedryf. Tydens die studie was persone in die industrie (kontrakteurs en konsultante) ook gevra om sekere aspekte en kwellings wat verband hou met voorafvervaardigde beton asook die verbindings te identifiseer. Die antwoorde wat verkry was uit die industrie deelnemers kan toepaslik gebruik om word riglyne en voorkeure op te stel wat vervolglik gebruik en toegepas kan word in die konstruksie bedryf van Suid Afrika. Die riglyne kan effektief gebruik word om voorafvervaardigde beton asook die verbindings te verbeter en persone in die konstruksie bedryf in te lig oor voorkeure en toepassings van hierdie metode.

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21

West, Jeffrey Steven. "Durability design of post-tensioned bridge substructures /." Digital version accessible at:, 1999. http://wwwlib.umi.com/cr/utexas/main.

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22

Chen, Mantai, and 陈满泰. "Combined effects of strain gradient and concrete strength on flexural strength and ductility design of RC beams and columns." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2014. http://hdl.handle.net/10722/206429.

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The stress-strain relationship of concrete in flexure is one of the essential parameters in assessing the flexural strength and ductility of reinforced concrete (RC) structures. An overview of previous research studies revealed that the presence of strain gradient would affect the maximum concrete stress and respective strain developed in flexure. Previously, researchers have conducted experimental studies to investigate and quantify the strain gradient effect on maximum concrete stress and respective strain by developing two strain-gradient-dependent factors k3 and ko for modifying the flexural concrete stress-strain curve. In this study, the author established a new analytical concrete constitutive model to describe the stress-strain behavior of both normal-and high-strength concrete in flexure with the effect of strain gradient considered. Based on this, comprehensive parametric studies have been conducted to investigate the combined effects of strain gradient and concrete strength on flexural strength and ductility design of RC beams and columns with concrete strength up to 100 MP a by employing the strain-gradient-dependent concrete stress-strain curve using non-linear moment-curvature analysis. From the results of the parametric studies, it is evident that both the flexural strength and ductility of RC beams and columns are improved under strain gradient effect. A design value of ultimate concrete strain of 0.0032and anew equivalent rectangular concrete stress block incorporating the combined effects of strain gradient and concrete strength have been proposed and validated by comparing the proposed theoretical strength with the strength of 198 RC beams and 275 RC columns measured experimentally by other researchers. It is apparent from the comparison that the proposed equations can predict more accurately the flexural strength of RC beams and columns than the current RC design codes. Lastly, for practical engineering design purpose, design formulas and charts have been produced for flexural strength and ductility design of RC beams and columns incorporating the combined effects of strain gradient and concrete strength.
published_or_final_version
Civil Engineering
Master
Master of Philosophy

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23

Vogt, Carsten. "Ultrafine particles in concrete : Influence of ultrafine particles on concrete properties and application to concrete mix design." Doctoral thesis, KTH, Betongbyggnad, 2010. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-12161.

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24

Buchberg, Brandon S. "Investigation of mix design and properties of high-strength/high-performance lightweight concrete." Thesis, Georgia Institute of Technology, 2002. http://hdl.handle.net/1853/23394.

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25

Hon, Alan 1976. "Compressive membrane action in reinforced concrete beam-and-slab bridge decks." Monash University, Dept. of Civil Engineering, 2003. http://arrow.monash.edu.au/hdl/1959.1/5629.

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26

Goede, William Gunter. "Pervious concrete investigation into structural performance and evaluation of the applicability of existing thickness design methods /." Pullman, Wash. : Washington State University, 2009. http://www.dissertations.wsu.edu/Thesis/Fall2009/w_goede_112409.pdf.

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Thesis (M.S. in civil engineering)--Washington State University, December 2009.
Title from PDF title page (viewed on Jan. 22, 2010). "Department of Civil and Environmental Engineering." Includes bibliographical references (p. 98-102).

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27

Gravina, Rebecca Jane. "Non-linear overload behaviour and ductility of reinforced concrete flexural members containing 500MPa grade steel reinforcement." Title page, contents and abstract only, 2002. http://web4.library.adelaide.edu.au/theses/09PH/09phg777.pdf.

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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.

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28

Ho, Ching-ming Johnny, and 何正銘. "Design and detailing of high strength reinforced concrete columns in Hong Kong." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2000. http://hub.hku.hk/bib/B31224398.

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29

Jurgens, Christiaan Johannes. "An investigation into the feasibility of hybrid concrete construction in South Africa." Thesis, Link to the online verion, 2008. http://hdl.handle.net/10019/771.

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30

Van, Zyl Willem Sternberg. "Concrete wind turbine towers in Southern Africa." Thesis, Stellenbosch : Stellenbosch University, 2014. http://hdl.handle.net/10019.1/96021.

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Thesis (MEng)--Stellenbosch University, 2014.
ENGLISH ABSTRACT: Exponential growth of the global wind turbine market has led to a significant increase in the capacity of wind turbine generators. Modern turbines require higher support structures as higher wind speeds combined with longer blades are necessary to increase their generating capacity. The standard 80-90 m tower is thus not economically viable anymore. Transportation logistics of large steel towers has led to concrete towers becoming a viable option. There are currently no design codes dealing exclusively with the design of concrete wind turbine towers. The aim of this project is to investigate and highlight important aspects of the design process of a normally reinforced high strength concrete wind turbine tower. The tower was designed using nonlinear finite element modelling as a design tool to accurately design the tower for various loads and load cases. An analytical design method was developed that can be used in the preliminary design stage. Finally, the importance of the soil-structure interaction was investigated through a sensitivity analysis. It was found that the formation of cracks greatly affected the stiffness of the structure and that the reduction in stiffness increased the deflection significantly. It was also found that a structure that has sufficient strength to resist the ULS loads may not necessarily comply with the maximum deflection limit for the SLS. The concrete strength class required was not only determined by the maximum compression stress the concrete would experience, but also by the stiffness required to ensure that the tower frequency is within the turbine’s working frequency. The dynamic behaviour of the tower was also affected by the formation of cracks. The fundamental frequency of the tower was reduced by 46% after the SLS loads were applied. It was found that the soil preparation for the foundation plays a vital role in ensuring that the tower frequency is not reduced to a level where it falls outside the turbine working frequency.
AFRIKAANSE OPSOMMING: Die eksponensiële groei van die globale wind turbine mark het gelei tot ŉ beduidende toename in die opwekkingskapasiteit van wind turbine kragopwekkers. Moderne turbines benodig hoër ondersteuningstrukture om hulle opwekkingskapasiteit te verhoog en daarom is die standaard 80-90 m toring nie meer geskik nie. Die vervoer logistiek van groot staal torings het daartoe gelei dat beton torings ŉ lewensvatbare opsie geword het. Daar is huidiglik geen ontwerpkodes wat uitsluitlik handel met die ontwerp van beton wind turbine torings nie. Die doel van hierdie projek is om die ontwerp proses van ŉ bewapende hoë sterkte beton wind turbine toring te ondersoek en belangrike aspekte uit te lig. Die toring word ontwerp deur ŉ nie-liniêre eindige element model te gebruik as ŉ ontwerp hulpmiddel, om die toring akkuraat te ontwerp vir verskeie laste en lasgevalle. ŉ Analitiese ontwerpmetode is ontwikkel wat gebruik kan word in die voorlopige ontwerpfase. Laastens is die grond-struktuur interaksie ondersoek deur ŉ sensitiwiteitsanalise. Daar is gevind dat die vorming van krake die styfheid van die struktuur aansienlik beïnvloed en dat die vermindering in styfheid die defleksie beduidend vermeerder. Daar is ook gevind dat ŉ struktuur wat voldoende sterkte het om die uiterste lastoestande te weerstaan, nie noodwendig voldoen aan die maksimum defleksiegrens vir die diens lastoestande nie. Die beton sterkte klas wat benodig is, is nie net bepaal deur die maksimum druk spanning wat die beton sal ondervind nie, maar ook deur die styfheid wat vereis word om te verseker dat die toring se frekwensie binne die turbine se werksfrekwensie val. Die dinamiese gedrag van die toring is ook beïnvloed deur die vorming van krake. Die fundamentele frekwensie van die toring is verlaag met 46% nadat die diens lastoestande toegepas is. Daar is gevind dat die grond voorbereiding vir die fondasie ŉ belangrike rol speel om te verseker dat die toring se frekwensie nie verlaag word tot ŉ vlak waar dit buite die turbine se werksfrekwensie val nie.

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31

Gao, Bo. "FRP strengthened RC beams : taper design and theoretical analysis /." View abstract or full-text, 2005. http://library.ust.hk/cgi/db/thesis.pl?MECH%202005%20GAO.

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32

Villa, Jacqueline. "Advancements in sustainable concrete practices and their potential impact on design and construction." Thesis, Illinois Institute of Technology, 2014. http://pqdtopen.proquest.com/#viewpdf?dispub=1528241.

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Concrete is one of the most widely used construction materials in the world, and Portland Cement is the most commonly used cement in the industry. The manufacturing of materials is dependent on research and industry specification standards. This report focuses on current innovations in concrete developments, with a specific emphasis on Aluminosilicate or ‘geopolymer’ cements and their possible implications on the evolution of a sustainable architecture in the United States.

Aluminosilicate cements are currently being researched worldwide and have been implemented in various countries as a replacement for portland cement. It is one of many sustainable cement solutions, but unlike others, provides enhanced characteristics while remaining in the same price range as ordinary portland cement mixtures. This technology uses no limestone or water, thus eliminating the need for high amounts of energy use in the production of its initial ingredients.

Introducing new construction materials is challenging, especially to a well-established concrete industry such as that of the United States. Precast concrete offers an ideal medium for new concrete materials and their introduction into common practice due to the ability for tight controls. As more sustainable and durable materials are becoming available, construction processes can change and have the ability to affect the future evolution of architectural design. This report articulates these advancements and the importance of architectural involvement within the United States construction industry.

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33

Pinto, Antonio Carlos Alvarenga. "Construções habitacionais de concreto moldado no local." [s.n.], 2006. http://repositorio.unicamp.br/jspui/handle/REPOSIP/258511.

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Orientador: Vinicius Fernando Arcaro
Dissertação (mestrado) - Universidade Estadual de Campinas, Faculdade de Engenharia Civil
Made available in DSpace on 2018-08-09T14:58:15Z (GMT). No. of bitstreams: 1 Pinto_AntonioCarlosAlvarenga_M.pdf: 2870920 bytes, checksum: cffdfb27613fef6b77831bd28b0b89f3 (MD5) Previous issue date: 2006
Resumo: Descreve-se, em forma cronológica, as etapas de planejamento, projeto e construção de um empreendimento habitacional com 351 unidades, localizado na cidade de Campinas, SP. São apresentados, também, comentários, críticas e sugestões para aperfeiçoamento dos processos construtivos adotados. Apresenta-se, ainda, a análise estrutural e dimensionamento (verificação) dos elementos estruturais de concreto armado de uma residência em dois pavimentos construída com a tecnologia objeto de estudo desse trabalho
Abstract: In a chronological order, the planning, the project and the construction steps of a residential enterprise, containing 351 units, in the city of Campinas, São Paulo, Brazil, are described. Comments, critical analyzes and suggestions are presented for the improvement of the construction process as well. Also, the paper details the structural analysis and dimensions of the structural elements of a two floor reinforced concrete residential building built under the technology proposed here
Mestrado
Estruturas
Mestre em Engenharia Civil

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34

Takács, Peter F. "Deformations in Concrete Cantilever Bridges : Observations and Theoretical Modelling." Doctoral thesis, Norwegian University of Science and Technology, Faculty of Engineering Science and Technology, 2002. http://urn.kb.se/resolve?urn=urn:nbn:no:ntnu:diva-112.

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The thesis deals with the deformation problem of segmental, cast-in-place concrete cantilever bridges. This type of bridge has shown some propensity to develop larger deflections than those were predicted in the design calculation. Excessive deflections may lead to deterioration of aesthetics, serviceability problems and eventually early reconstruction of the bridge. Also in the construction stages the deflections have to be properly compensated to achieve the smooth camber in the completed bridge deck.

Deformation prediction in concrete cantilever bridges is not as reliable as it would be necessary due to several factors. The high degree of uncertainty in creep and shrinkage prediction in concrete constitutes the major difficulty. Other factors are the complex segmental construction procedure and the sensitivity of the deformations to variations in the construction schedule, the uncertainty in estimating the frictional loss of prestress and relaxation in the prestressing tendons and uncertainty in estimating model parameters such as temperature and relative humidity.

The doctoral study was initiated with the objective to improve deformation prediction in segmentally cast concrete cantilever bridges and to establish guidelines for deformation analysis based on advanced numerical methods.

A database on observed deformations in three modern long span concrete cantilever bridges in Norway has been established. Two of the bridges were partly constructed from lightweight aggregate concrete. The deformations have been monitored since the construction stages up to the present time. The measurements cover the construction stages and the service life of 14, 8 and 3 years, respectively for the three bridges. The measured deformations are deflections in the superstructure and in one of the bridges, also strain measurements in the piers and the superstructure.

A sophisticated numerical model was created for deformation analysis. The numerical model realistically simulates the segmental construction procedure and the entire life span of the bridge. The effects of the segmental construction method, temporarily supports and constraints and changes in the structure system during construction are taken into account. The model considers the different concrete age from segment to segment, the sequential application of permanent loads and prestressing and the effect of temporary loads. The prestressing tendons are individually modelled with their true profile taking into account the variation of the effective prestressing force along the length of the tendon and with time.

The finite element model consists of beam elements which are based on an advanced beam element formulation. The beam model was verified against a robust two-and-a-half dimensional shell model concerning its general performance and some specific issues. The comparison confirmed the accuracy of the beam model. Existing experimental data on creep and shrinkage in lightweight aggregate concrete and high strength concrete were evaluated in comparison with theoretical models. The main focus was on the CEB-FIP Model Code 1990 and its subsequent extensions. The findings were considered in the numerical studies.

Deformations of the three bridges were computed. The CEB-FIP Model Code 1990 material model was used for concrete for the most part. The elastic moduli were taken from test results where they were available. The creep coefficient and the shrinkage strain of the lightweight aggregate concrete were assumed equal to those of normal density concrete of the same strength. The agreement between the calculated and the measured deformations were satisfactory in view of the large uncertainty involved in theoretical prediction. While moderate differences were observed in most cases, no clear overall tendency toward underor overestimation was found. In subsequent numerical studies, the sensitivity of the deformations to variations in various model parameters was investigated. The B3 model was compared to the CEB-FIP Model Code 1990 in the analysis of one of the bridges, where the latter model showed somewhat better agreement with the measurements.

The last part of the work concerned a robust probabilistic analysis which was based on a Monte Carlo simulation. The objective of the probabilistic analysis was to estimate the statistical properties of the deformation responses. With the distribution function of a given deformation response being known, the confidence limit for the deformation can be determined. It is recommended to design the bridge for the long-time deflection which represents a certain confidence limit (e.g. the 95 % confidence limit) of the response rather than its mean. Such way the risk that the bridge will suffer intolerable deflection over its life span can be minimised.

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35

Skates, Alan Stewart. "Development of a design method for restrained concrete slab systems subject to concentrated and uniform loadings." Thesis, Queen's University Belfast, 1987. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.303975.

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36

Hladký, Dominik. "Obytný areál Ponavia park v Brně, příprava a organizace stavby." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409926.

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This thesis deals with the construction process of the apartment house Ponavia Park located in Brno. The thesis solves the individual realization phases of the main building phase. Building site equipment is designed for the projected construction process in three different variations. A technical report is also included in the building site. Critical points within the transport of materials and machines are also verified. A financial plan for the whole building is made as an summarizing time schedule for the apartment building. The sources for the financial plan are the figures taken from the Czech building objects classifications (JKSO). The summarizing time schedule is made in MS Projekt software and it’s designed as a Gantt diagram. A design of the main building machines and mechanisms was also made for the projected construction process. All of the machines were assessed for their respective required function on the building site. Also included in this thesis is a construction method for the reinforced concrete structures. The construction method deals with the realization process of waterproof concrete, reinforcement binding, formwork of the vertical and horizontal structures and also the process of concrete curing. The construction method is followed up by quality control and test plans for reinforced concrete structures, and a construction site safety plan that is made in the form of predicted main safety risks at the building site. For the noise load on the surrounding buildings a noise study is made. The study examines the intensity of noise in the protected outdoor space. This study was made in the Hluk+ software. The thesis also includes an item budget for the apartment house that was made in Build Power S software.

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37

Roberts, Wayne S. "An alternative shear connection for steel concrete composite bridges." Thesis, Queensland University of Technology, 1999.

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38

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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39

Koester, Bradley Donald. "Panel zone behavior of moment connections between rectangular concrete-filled steel tubes and wide flange beams /." Digital version accessible at:, 2000. http://wwwlib.umi.com/cr/utexas/fullcit?p9983259.

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40

Hallam, Grant Robert. "A new ultimate limit state approach to the design of prestressed concrete beams." Master's thesis, University of Cape Town, 1990. http://hdl.handle.net/11427/21967.

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The present approach to the design of prestressed beams is antiquated and time consuming. Neither SLS or ULS requirements are satisfied directly. There is a need for a new approach using plastic principles to design the prestressing requirements at ULS considering a whole span at a time, with checks made for SLS requirements afterwards. For a plastic design, the designer would need to know the limits of the bending moment redistribution for the beam under consideration. An equation is therefore necessary to assist the designer in this regard. Such an equation should take into account the cross-section shape of the beam and the prestress to reinforcing steel ratios. Many examples would have to be investigated using a rigorous plastic analysis to formulate such an equation. A computer program has been written as part of this thesis to perform such a rigorous analysis. It's accuracy has been evaluated by comparison with laboratory test beam results. The comparison was favourable, although more results would have to be compared to establish the accuracy that could be expected. A few examples were investigated and the observations noted. Two extreme cases were examined, those of a T-beam and I-beam. The redistribution of bending moments was similar in both cases, but the percentage of the central moment capacity reached was considerably less for the T-beam. For both beams it was impossible to reach the ultimate capacity at the centre before the strain capacity at the supports was exhausted. It was concluded that a plastic design procedure should be introduced, based on the ULS capacity of a span at a time. SLS requirements could then be checked afterwards. This approach would provide a design procedure corresponding to those used for other forms of modern structural design and would be much quicker, safer, more accurate and less costly that the existing design procedures.

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41

Sedláček, Stanislav. "Komerční dům v Brně - stavebně technologická příprava výstavby." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240216.

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The aim of my thesis was to perform construction and technological preparation of the construction of commercial house in Brno in the street Křídlovická. The introduction contains the expected design and construction process of the proposed building as a whole. It is also prepared a preliminary draft of the financial cost of the entire project designed according THU and object schedule. Furthermore, the implementation of the project construction site for a major part of the commercial house. Gradually work focuses mainly on the implementation of the technological stage of construction site with detailed processing procedure for the implementation of monolithic concrete structures of the building.

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42

Coulombe, Chantal. "Seismic retrofit of a reinforced concrete bridge bent." Thesis, McGill University, 2007. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=99754.

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Анотація:

This research project is the second part of a research program carried out by Itagawa (2005) who studied the seismic response of a half-scale model of an existing Montreal bridge built in the 1960's. This project studies the seismic behaviour of the retrofit carried out on the frame structure studied in the first part of the research program. The retrofit was made following the requirements of the current Canadian Highway Bridge Design Code (CHBDC). The philosophy of the CHBDC is to provide flexural yielding in the ductile elements so that brittle failure modes such as shear are prevented. This capacity-design approach resulted in a ductile response and significant energy dissipation of the retrofitted structure.
The retrofit was designed in accordance with the CHBDC provisions. The cap beam and the beam-column joint regions were strengthened with a reinforced concrete sleeve containing additional transverse and longitudinal bars so that plastic hinging would form in the columns. This retrofit represents minimum intervention to improve the response of the frame. The retrofit frame was then subjected to both gravity loads and reversed cyclic loading to simulate seismic loading on the structure. The predictions of the response of the retrofitted frame provided reasonable estimates of first yielding in the column and the general yielding of the frame. Although the columns would not meet the requirements for ductile columns, they had sufficient shear strength and did exhibit a displacement ductility of about 2.3.

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43

Engindeniz, Murat. "Repair and strengthening of Pre-1970 reinforced concrete corner beam-column joints using CFRP composites." Diss., Atlanta, Ga. : Georgia Institute of Technology, 2008. http://hdl.handle.net/1853/24808.

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Анотація:

Thesis (Ph.D.)--Civil and Environmental Engineering, Georgia Institute of Technology, 2008.
Committee Co-Chair: Kahn, Lawrence F.; Committee Co-Chair: Zureick, Abdul-Hamid; Committee Member: Armanios, Erian A.; Committee Member: Gentry, Russell T.; Committee Member: Leon, Roberto T.

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44

DeLaine, Janet. "Design and construction in Roman imperial architecture : the Baths of Caracalla in Rome /." Title page, table of contents and abstract only, 1992. http://web4.library.adelaide.edu.au/theses/09PH/09phd334.pdf.

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45

Saber, Aziz. "High performance concrete : behavior, design, and materials in pretensioned AASHTO and NU girders." Diss., Georgia Institute of Technology, 1998. http://hdl.handle.net/1853/19095.

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46

Al-Ghamdi, Hamed A. "Effect of curing and mix design parameters on durability of Portland cement and Portland cement-silica fume mortars in a hot-marine environment." Thesis, University of Aberdeen, 1999. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.301075.

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This study was conducted to evaluate the effect of curing and mix design parameters, such as cement content and water to cementitious materials ratio, on the strength and durability characteristics of plain and silica fume cements exposed to a hot-marine environment. Specifically, the effect of curing and mix design parameters on chloride diffusion, shrinkage and carbonation of cement mortar specimens exposed to a hot-marine environment was evaluated. The results indicated that high water to cement ratio significantly influenced the durability performance of concrete through: (1) accelerating chloride diffusion and carbonation, (2) increasing the shrinkage and weight loss, and (3) reducing the compressive strength. Similarly, increasing the cement content increased the shrinkage for a given w/c ratio. However, the chloride diffusion and carbonation were minimized and strength was enhanced due to increasing cement content. The mix design parameters, namely, water-cement ratio and cement content significantly influenced the performance of both Type I and Type V cements, while the influence of these parameters on the performance of silica fume cements was insignificant. Although Type I cement mortars performed better than Type V cement mortars, the performance of silica fume cement was the best in terms of reduced chloride diffusion, carbonation and shrinkage, and enhanced strength. The beneficial effects of silica fume cements, were however, only evident in specimens subjected to good curing. Therefore, to extend the useful service-life of reinforced concrete structures exposed to hot-marine environments, the following mix design is recommended: (i) cement content should not be less than 350kg/m³; (ii) Type I cement with 10% silica fume; (iii) water to cementitious materials ratio of not more than 0.45; (iv) good curing.

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47

Volciak-McCammon, Valerie. "Structural floor systems of our past." Virtual Press, 2000. http://liblink.bsu.edu/uhtbin/catkey/1167625.

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Анотація:

This project researches structural floor systems utilized during the late eighteen hundreds and into the early nineteen hundreds. Historical background and general design information is included along with information on materials used in the systems and data sheets for these materials illustrating their properties. The floor systems, which were found to be in use during this time period, are presented individually including a description of the system, its materials and properties associated with the system. Five case studies have been included to illustrate how this project can be utilized to identify the type of floor system used within a historical building and the structural evaluation process that may follow.This creative project was completed in order to serve as a guiding tool in the evaluation process of the floor system of a historical structure. It is intended and formatted to be used by structural engineers, forensic engineers and others with a sufficient understanding of structural issues. The systems discussed are original and often diverse from those utilized in construction today. This in itself is important to understand when preparing to evaluate and renovate a historical structure.
Department of Architecture

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48

Reinert, Sybil K. "Optimizing Portland cement concrete mix design to environmental and construction variables with the aid of computer design software." [Ames, Iowa : Iowa State University], 2007.

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49

Yuan, Lie Ping. "Partial interaction behaviour of bolted side plated reinforced concrete beams." Title page, abstract and contents only, 2003. http://web4.library.adelaide.edu.au/theses/09PH/09phl7161.pdf.

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Includes bibliographical references (p. 185-189) Aims to determine the effect of partial interaction on the behaviour of the concrete beam, plate and bolt connector components of the composite plated beam. Develops design rules for the determination of the ultimate capacity for bolted plate reinforced composite beams.

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50

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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Дисертації з теми "Concrete construction Formwork Design and construction"

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