Дисертації: "Concrete slab Design"

1

Trygstad, Steinar. "Structural Behaviour of Post Tensioned Concrete Structures : Flat Slab. Slabs on Ground." Doctoral thesis, Norwegian University of Science and Technology, Faculty of Engineering Science and Technology, 2001. http://urn.kb.se/resolve?urn=urn:nbn:no:ntnu:diva-114.

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In this investigation strength and structural behaviour of prestressed concrete is studied with one full scale test of one flat slab, 16000 mm x 19000 mm, and three slabs on ground each 4000 mm x 4000 mm with thickness 150 mm. The flat slab was constructed and tested in Aalesund. This slab has nine circular columns as support, each with diameter 450 mm. Thickness of this test slab was 230 mm and there were two spans in each direction, 2 x 9000 mm in x-direction and 2 x 7500 mm in y-direction from centre to centre column. The slab was reinforced with twenty tendons in the middle column strip in y-direction and eight tendons in both outer column strips. In x-direction tendons were distributed with 340 mm distance. There were also ordinary reinforcement bars in the slab. Strain gauges were welded to this reinforcement, which together with the deflection measurements gives a good indication of deformation and strains in the structure.

At a live load of 6.5 kN/m² shear failure around the central column occurred: The shear capacity calculated after NS 3473 and EuroCode2 was passed with 58 and 69 %, respectively. Time dependent and non-linear FE analyses were performed with the program system DIANA. Although calculated and measured results partly agree well, the test show that this type of structure is complicated to analyse by non-linear FEM.

Prestressed slabs on ground have no tradition in Norway. In this test one reinforced and two prestressed slabs on ground were tested and compared to give a basis for a better solution for slabs on ground. This test was done in the laboratory at Norwegian University of Science and Technology in Trondheim. The first slab is reinforced with 8 mm bars in both directions distributed at a distance of 150 mm in top and bottom. Slab two and three are prestressed with 100 mm² tendons located in the middle of slab thickness, and distributed at a distance of 630 mm in slab two and 930 mm in slab three. Strain gauges were glued to the reinforcement in slab one and at top and bottom surface of all three slabs. In slab two and three there were four load cells on the tendons.

Each slab were loaded with three different load cases, in the centre of slab, at the edge and finally in the corner. This test shows that stiffness of sub-base is one of the most important parameters when calculating slabs on ground. Deflection and crack load level depends of this parameter. Since the finish of slabs on ground is important, it can be more interesting to find the load level when cracks start, than deflection for the slab. It is shown in this test that crack load level was higher in prestressed slabs than in reinforced slab. There was no crack in the top surface with load in the centre, but strain gauges in the bottom surface indicate that crack starts at a load of 28 kN in the reinforced slab, and 45 kN in the prestressed slabs. Load at the edge give a crack load of 30 kN in reinforced slab, 45 kN and 60 kN in prestressed slabs. The last load case gives crack load of 30 kN in reinforced slab, 107 kN and 75 kN in prestressed slabs. As for the flat slab, FE analyses were performed for all of the three slabs on ground, and analyses shows that a good understanding of parameters like stiffness of sub-base and tension softening model, is needed for correct result of the analyses.

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2

Deaton, James B. "A Finite Element Approach to Reinforced Concrete Slab Design." Thesis, Georgia Institute of Technology, 2005. http://hdl.handle.net/1853/7188.

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The objective of this study was the development of a procedure in GT STRUDL to design reinforced concrete flat plate systems based on the results of finite element analysis. The current state-of-practice of reinforced concrete flat plate design was reviewed, including the ACI direct design and equivalent frame techniques, the yield line method, and the strip design method. The principles of these methods along with a critical evaluation of their applicability and limitations were presented as motivation for a finite element based design procedure. Additionally, the current state-of-the-art of flat plate design based on finite element results was presented, along with various flat plate modeling techniques. Design methodologies studied included the Wood and Armer approach, based on element stress resultants, and the resultant force approach, based on element forces. A flat plate design procedure based on the element force approach was embodied in the DESIGN SLAB command, which was implemented in GT STRUDL. The DESIGN SLAB command provides the user the ability to design a slab section by specifying a cut definition and several optional design parameters. The procedure determines all nodes and elements along the cut, computes the resultant moment design envelope acting on the cross-section, and designs the slab for flexure in accordance with provisions of ACI 318-02. Design examples presented include single-panel flat plate systems with various support conditions as well as multi-panel systems with regular and irregular column spacing. These examples allowed for critical comparison with results from experimental studies and currently applied design methods in order to determine the applicability of the implemented procedure. The DESIGN SLAB command was shown to produce design moments in agreement with experimental data as well as conventional design techniques for regular configurations. The examples additionally showed that when cuts were not oriented orthogonally to the directions of principle bending, resulting designs based on element forces could significantly under-reinforce the cross-section due to significant torsional effects.

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3

El-Hafez, L. M. A. "Direct design of reinforced concrete skew slabs." Thesis, University of Glasgow, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.383130.

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4

Manatakos, Kyriakos. "Behaviour and design of reinforced concrete core-slab-frame structures." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp02/NQ30330.pdf.

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5

Manatakos, Kyriakos 1960. "Behaviour and design of reinforced concrete core-slab-frame structures." Thesis, McGill University, 1996. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=42088.

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This dissertation examines the response and design of reinforced concrete core-slab-frame structures subjected to monotonically increasing earthquake and gravity loads throughout the entire load range until failure, presenting findings from three separate studies by Manatakos and Mirza (1995) continuing the M. Eng. thesis research by Manatakos (1989). A typical building is selected consisting of a central core substructure composed of elevator, staircase and infilled slab cores, with coupling and lintel beams, and surrounding slabs joining to a frame substructure composed of slab-band girders, slabs and columns.
Stage 1 concentrates on the elastic response and Stage 3 examines the nonlinear response of the core-slab-frame structure considering the effects of cracking and crushing of concrete, strain-hardening of the reinforcement, and tension-stiffening. Analyses involve three-dimensional elastic and nonlinear finite element modeling techniques of the structure to investigate the contribution and influence of the various structural components. The structural response is examined for the deformations, the concentrated reinforcement strains and concrete stresses in the cores, the force and stress distributions in the structural members, and the failure mode.
Stage 2 focuses on the design and detailing of the core-slab-frame structure following seismic provisions of building code requirements for reinforced concrete structures where applicable as given in the CSA Standard CAN3-A23.3-MS4 (1984), the ACI Standard ACI 318M-83 (1983) and the New Zealand Standard NZS3101 (1982). Assumptions made in the conventional design procedures and any shortcomings encountered are examined. Suitable design procedures and reinforcement details are suggested where no provisions exist in the codes.
Findings demonstrate complex three-dimensional interaction among the cores, beams, slabs and frames in resisting the lateral and gravity loads, and show considerable strength, ductility and energy absorption capability of the structure. Critical areas for design include the joints and junctions near the vicinity of core wall-slab-beams ends and corners. Plastic hinging extends over the lower 2.5% to 33% height of the structure with the majority of inelastic action and damage concentrated in the bottom 10% to 15% height, predicting an ultimate load of 3.4 to 5.9 times the design earthquake load with top drifts of the structure between 750 mm to 1375 mm.

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6

Zou, Yunyi. "FRP Reinforced Concrete and Its Application in Bridge Slab Design." Case Western Reserve University School of Graduate Studies / OhioLINK, 2005. http://rave.ohiolink.edu/etdc/view?acc_num=case1101960743.

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7

Cheung, (Patrick) Pak Chiu. "Seismic design of reinforced concrete beam-column joints with floor slab." Thesis, University of Canterbury. Civil Engineering, 1991. http://hdl.handle.net/10092/9451.

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Beam-column joints are addressed in the context of current design procedures and performance criteria for reinforced concrete ductile frames subjected to large earthquake motions. Attention is drawn to the significant differences between the pertinent requirements of concrete design codes of New Zealand and the United States for such joints. The difference between codes stimulated researchers and structural engineers of the United States, New Zealand, Japan and China to undertake an international collaborative research project. The major investigators of the project selected issues and set guidelines for co-ordinated testing of joint specimens designed according to the codes of the countries. The tests conducted at the University of Canterbury, New Zealand, are reported. Three full-scale beam-column-slab joint assemblies were designed according to existing code requirements of NZS 3101:1982, representing an interior joint of a one-way frame, an interior joint of a two-way frame, and an exterior joint of a two-way frame. Quasistatic cyclic loading simulating severe earthquake actions was applied. The overall performance of each test assembly was found to be satisfactory in terms of stiffness, strength and ductility. The joint and column remained essentially undamaged while plastic hinges formed in the beams. The weak beam-strong column behaviour sought in the design, desirable in tall ductile frames designed for earthquake resistance, was therefore achieved. Using the laws of statics and test observations, the action and flow of forces from the slabs, beams and column to the joint cores are explored. The effects of bond performance and the seismic shear resistance of the joints, based on some postulated mechanisms, are examined. Implications of the test results on code specifications are discussed and design recomendations are made.

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8

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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9

Midkiff, Corey J. "Plastic voided slab systems: applications and design." Kansas State University, 2013. http://hdl.handle.net/2097/16874.

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Master of Science
Department of Architectural Engineering
Kimberly Waggle Kramer
Reinforced concrete slabs are one of the most common components in modern building construction. Reinforced concrete slabs with plastic voids slabs are a new and innovative type of structural, concrete slab system developed to allow for lighter self-weight of the structure while maintaining similar load carrying capacity of a solid slab. Plastic voided slabs are capable of reducing the amount of concrete necessary to construct a building by 30 percent or more. This reduction can be beneficial in terms of financial savings as well as building performance. This report examines a two-way, reinforced concrete slab with plastic voids construction in comparison to traditional flat plate reinforced concrete slab construction. The design process for plastic voided slabs is directly compared with traditional two-way flat plate reinforced concrete slabs through a design comparison of typical bays of 20’ by 20’ (6m by 6m), 25’ by 25’ (7.6m by 7.6m), 30’ by 30’ (9m by 9m) and 35’ by 35’ (10.7m by 10.7m). The traditional slab design process follows the ACI 318-11 Building Code Requirements for Structural Concrete chapter 13 Direct Design Method, while the plastic voided slab design process is modified from the BubbleDeck Design Guide for compliance with BCA using AS3600 and EC2. Sizes of traditional slab bays are compared to sizes of plastic voided slab bays. Results of the comparison study are presented.

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10

MONTALVERNE, ALEXANDRE MIRANDA. "DESIGN OF CONCRETE SLAB PANELS USING THE FINITE ELEMENT METHOD AND MATHEMATICAL PROGRAMMING." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1998. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=2059@1.

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CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Neste trabalho apresenta-se ferramentas computacionais para o projeto de lajes maciças de concreto armado. O projeto de lajes é feito utilizando-se uma análise elástica, elasto- plástica perfeita, um dimensionamento ótimo utilizando programação matemática e um projeto pela análise plástica. O projeto convencional de lajes de concreto armado tem sido feito a partir de esforços solicitantes determinados pela hipótese de comportamento linear elástico do material. Utilizando-se as ferramentas computacionais desenvolvidas neste trabalho é proposto um procedimento de projeto de lajes maciças de concreto armado que utiliza esforços solicitantes obtidos através de uma análise elasto-plástica perfeita desenvolvida pelo método dos elementos finitos. O dimensionamento das armaduras ortogonais, positivas e negativas, em cada ponto da laje é feito de modo a atender aos critérios de resistência definidos em função dos momentos de flexão e de torção e de maneira a se ter o menor consumo de aço. Os estados limites de utilização correspondentes à flecha da laje e à abertura de fissuras também são considerados no projeto. A análise elástica e elasto-plástica perfeita das lajes, descritas pelo seu plano médio e discretizadas pelo método dos elementos finitos, são feitas em regime de pequenos deslocamentos com formulação consistente em deslocamentos. Na análise elasto- plástica perfeita é utilizado o algoritmo de Newton-Raphson para solução das equações de equilíbrio a nível global da estrutura. As relações da Teoria da Plasticidade são resolvidas a nível local, ou seja, para cada ponto de Gauss da estrutura discretizada. O problema de retorno das tensões na análise elasto-plástica perfeita é formulado como um problema de Programação Matemática (PM). O Método dos Pontos Interiores proposto por Herskovits (HERSKOVITS, 1995) é utilizado como algoritmo de retorno das tensões na análise elasto-plástica perfeita.
In this work it is presented computational methodologies for the design of reinforced concrete massive slabs. The design of the slabs is made using an elastic and perfect elastoplastic analysis, an optimum design using mathematical programming and a plastic analysis project. The conventional project of reinforced concrete slabs has been made starting from efforts determined by the hypothesis of linear elastic behavior of the material. Using the computational methodologies developed in this work, it is proposed a procedure of design of reinforced concrete massive slabs that uses efforts obtained through a perfect elasto-plastic analysis developed by the finite element method. The design of the orthogonal reinforcements, positive and negative, in each point of the slab is made in order to assist the yield criteria defined in function of the bending and torsion moments and in order to obtain the lowest consumption of reinforcement. The limit states of serviceability corresponding to the slab deflection and crack opening are also considered in the design.The elastic and perfect elasto-plastic analyses of the slabs, described by their medium plan and discretized by the finite element method, are performed under the hypothesis of small displacements with consistent formulation in displacements. In the perfect elasto-plastic analysis, the Newton-Raphson algorithm is used to solve the equilibrium equations at global level of the structure. The relationships of the Plasticity Theory are resolved at local level,that is, for each Gauss point of the iscretized structure. The return mapping problem in the perfect elasto- plastic analysis is formulated as a problem of Mathematical Programming (PM). The Method of the Interior Points proposed by Herskovits (HERSKOVITS, 1995) is used as a return mapping algorithm in the perfect elasto-plastic analysis.

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11

Eriksson, Alexander, and Veronica Flykt. "Concrete floor : Design of prefabricated pre-stressed hollow core slabs with verification through PRE-Stress and comparison with site-cast slab." Thesis, KTH, Byggteknik och design, 2020. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-279158.

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The most common prefabricated concrete slabs are hollow core slabs, which are usually pre-tensioned. How to design these parts is not compiled today in a manual where it is clear how this is done, this knowledge is generally classified as expert knowledge. The purpose was to bring forth how to design prefabricated pre-stressed hollow core slabs, HD/F, and then create a design aid that is compared by hand calculations with the PRE-Stress design program from StruSoft. Furthermore, to compare it with site-cast concrete slabs to see differences in the amount of material and the thickness of the structure under the same conditions.The design aid is not complete as some limitations had to be made. When it comes to results, the hand calculations in comparison with PRE-Stress have not resulted in identical answers but have proven to be on the safe side consistently through the design, which indicates that the design aid is fully functional. In the comparison with site-cast concrete slabs, it can be noted that prestressed hollow core slabs require less concrete volume, slimmer construction, and longer span widths but greater reinforcement volume.
Det vanligaste prefabricerade betongbjälklaget är håldäcksplattor som oftast är spännarmerade. Hur man dimensionerar dessa bärverksdelar finns idag inte samlat i en handbok där det står tydligt hur man gör, den kunskapen klassas generellt som expertiskunskap. Syftet var att ta fram hur man dimensionerar prefabricerade förspända håldäcksplattor, HD/F, och sedan skapa ett dimensioneringshjälpmedel som jämförs genom handberäkningar med PRE-Stress dimensioneringsprogram från StruSoft. Vidare genomfördes jämförande beräkningar för platsgjutet betongbjälklag för att se skillnader i materialmängd och konstruktionstjocklek under samma förutsättningar.Dimensioneringshjälpmedlet är inte komplett då vissa avgränsningar behövts göras. När det kommer till resultat har handberäkningar i jämförelse med PRE-Stress inte resulterat i identiska svar, men visat sig hamna på säkra sidan konsekvent genom dimensioneringen vilket tyder på att dimensioneringshjälpmedlet är fullt användbart. I jämförelsen med platsgjutet bjälklag kan man konstatera att förspända håldäcksplattor ger mindre betongvolym, slankare konstruktion och längre spännvidder men större armeringsmängd.

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12

Perera, Upul. "Seismic performance of concrete beam-slab-column systems constructed with a re-usable sheet metal formwork system /." Connect to thesis, 2009. http://repository.unimelb.edu.au/10187/4835.

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13

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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14

D'Alessandro, Kacie Caple. "Biaxial Behavior of Ultra-High Performance Concrete and Untreated UHPC Waffle Slab Bridge Deck Design and Testing." Diss., Virginia Tech, 2013. http://hdl.handle.net/10919/23731.

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Ultra-high performance concrete (UHPC) was evaluated as a potential material for future bridge deck designs. Material characterization tests took place to identify potential challenges in mixing, placing, and curing UHPC. Biaxial testing was performed to evaluate behavior of UHPC in combined tension and compression stress states. A UHPC bridge deck was designed to perform similarly to a conventional concrete bridge deck, and a single unit bridge deck section was tested to evaluate the design methods used for untreated UHPC. Material tests identified challenges with placing UHPC. A specified compressive strength was determined for structural design using untreated UHPC, which was identified as a cost-effective alternative to steam treated UHPC. UHPC was tested in biaxial tension-compression stress states. A biaxial test method was developed for UHPC to directly apply tension and compression. The influence of both curing method and fiber orientation were evaluated. The failure envelope developed for untreated UHPC with random fiber orientation was suggested as a conservative estimate for future analysis of UHPC. Digital image correlation was also evaluated as a means to estimate surface strains of UHPC, and recommendations are provided to improve consistency in future tests using DIC methods. A preliminary bridge deck design was completed for untreated UHPC and using established material models. Prestressing steel was used as primary reinforcement in the transverse direction. Preliminary testing was used to evaluate three different placement scenarios, and results showed that fiber settling was a potential placement problem resulting in reduced tensile strength. The UHPC bridge deck was redesigned to incorporate preliminary test results, and two single unit bridge deck sections were tested to evaluate the incorporated design methods for both upside down and right-side up placement techniques. Test results showed that the applied design methods would be conservative for either placement method.
Ph. D.

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15

Kollárik, Adrián. "Monolitická železobetonová nádrž." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409794.

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The thesis deals with design and assessment of all supporting parts of cast-in-place reinforced concrete tank. The thesis includes a technical report, static analysis, drawing documentations, construction proces and visualization. The drawing documentation consists of shape and reinforcement drawings of supporting parts.

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16

Wieneke, Katrin Marie [Verfasser], Josef [Akademischer Betreuer] Hegger, and Linh Cao [Akademischer Betreuer] Hoang. "Horizontal shear design of concrete interfaces in beam and slab structures / Katrin Marie Wieneke ; Josef Hegger, Linh Cao Hoang." Aachen : Universitätsbibliothek der RWTH Aachen, 2019. http://d-nb.info/1211096661/34.

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17

Feizi, Sedige, and Fateha Yasmin Khan. "Study of crack width within a suspended concrete slab with different amount of cement clinker considering lower climate impact." Thesis, KTH, Betongbyggnad, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-222024.

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This master thesis investigates the possibility of using a concrete recipe with only 70 % cement clinker for a building project named Gretas Glänta, regarding the demands of cracking for a suspended slab. The requirement to fulfill was a maximum crack width of 0.2 mm due to drying shrinkage and long- term loading. The purpose of using a lower amount of cement clinker in the concrete mix is to reduce the climate impact from the concrete. The thesis considers material testing and modelling of different concrete recipes with variation of the amount of cement clinker. Fly ash was used as the alternative binder. A total of five concrete mixes was tested. One mix with 100% cement clinker was through laboratory testing compared to mixes with 85 % and 70 % cement clinker content. A concrete mix with only 50 % cement clinker was also tested, but this mix is today not allowed according to the concrete standards, but was included in the study to test different material properties of the fresh and hardened concrete. All concrete mixes were tested with the effectivity factor 1, except for the recipe with 70 % cement clinker, which was tested for effectivity factors of 1 and 0.4. The performed study showed that the concrete mix 4 with 70 % cement clinker and with the effectivity factor 0.4 reached the strength class C35/45 after 28 days and also fulfilled the specified requirement of a maximum crack width of 0.2 mm due to drying shrinkage and long-term loading. Water permeability test showed that the concrete mix with 70 % cement clinker and an effectivity factor of 0.4 was waterproof. The concrete mix 3 with 70 % cement clinker and the effectivity factor 1 reached a strength class C30/37. The concrete mix 1 with 100 % cement clinker obtained the highest strength class C50/60 and the mix 2 with 85 % cement clinker reached strength class C45/55. The concrete mix 5 with 50 % cement clinker reached the strength class C20/25 which is the lowest strength class among the tested recipes. All the concrete recipes seemed to be waterproof according to the water permeability test. A background description of carbon dioxide emission from concrete and cement production is presented in the report. Research about ongoing methods to minimize the emission from concrete and cement industry is also summarized. FE-modelling with the software FEM-design and analytical calculations were performed to investigate the crack width due to drying shrinkage and long-term loading for the slab, for concrete mix 2 with 85 % cement clinker with effectivity factor 1 and mixes 3 and 4 with 70 % cement clinker and effectivity factors of 1 and 0.4. The properties obtained from the laboratory tests were used in the modelling and analytical calculations. Results from FEM-design and analytical calculations showed that concrete mixes 3 and 4 with 70 % cement clinker and effectivity factors of 1 and 0.4, and the concrete mix 2 with 85 % cement clinker with effectivity factor 1, fulfilled the demand on crack width. The calculation was not performed for concrete mixes 1 and 5 with 100 % and 50 % cement clinker, respectively, because they were not to be used in the building project. The results from the performed study showed that concrete mix 4 with 70 % cement clinker and an effectivity factor of 0.4 can be used in the building project Gretas Glänta in order to lower the climate impact from the concrete.
Examensarbetet undersöker möjligheten att använda ett betongrecept med endast 70 % cementklinker för ett husbyggnadsprojekt kallat Gretas Glänta med hänsyn till krav på sprickbildning i en fribärande platta. Kravet som ska uppfyllas är en sprickvidd på max 0.2 mm med hänsyn till krympning och långtidsbelastning. Syftet med att använda en lägre andel cementklinker i betongblandningen är att minska klimatpåverkan från betongen. Examensarbetet består av materialförsök och konstruktionsteknisk modellering för olika betongrecept, där andelen cementklinker varieras. Flygaska användes som alternativt bindemedel. Totalt undersöktes fem betongmixer. En mix med 100 % cementklinker jämfördes genom laboratorietestning med motsvarigheter med 85 % och 70 % cementklinkerinnehåll. Ett betongrecept med 50 % cementklinker undersöktes också i detta examensarbete, trots att detta idag inte tillåts enligt betongstandarderna, men inkluderades i studien för att testa olika materialegenskaper i färskt och hårdnat tillstånd. Alla betongmixerna testades med effektivitetsfaktorn 1 förutom receptet med 70 % cementklinkerandel som testades för både 1 och 0.4 i effektivitetsfaktor. Den genomförda studien visade att betongmix 4 med 70 % cementklinker och med effektiviseringsfaktor 0.4 uppnådde hållfasthetsklass C35/45 efter 28 dagar och uppfyllde också angivet krav på maximal sprickbredd 0,2 mm med hänsyn till krympning och långtidslast. Vattenpermeabilitetstest visade att betongmixen med 70 % cementklinker och effektiviseringsfaktor 0.4 var vattentätt. Betongmix 3 med 70 % cementklinker och effektivitetsfaktor 1 uppnådde hållfasthetsklass C30/37. Betongmix 1 med 100 % cementklinker erhöll den högsta hållfasthetsklassen C50/60 och betongmix 2 med 85 % cementklinker gav hållfasthetsklass C45/55. Betongmix 5 med 50 % cementklinker uppnådde hållfasthetsklass C20/25 vilket var den lägsta av de testade betongrecepten. Alla betongrecepten verkade ge vattentät betong enligt vattenpermeabilitetstest. En bakgrundsbeskrivning av koldioxidutsläpp från betong- och cementproduktion genomförs i rapporten. Forskning om pågående metoder för att minimera utsläppen från betong- och cementindustrin sammanfattas också. FE-modellering med programmet FEM-design och analytiska beräkningar utfördes för att undersöka sprickbredden med hänsyn till krympning och långtidslast för betongplattan för betongmix 2 med 85 % cementklinker och effektiviseringsfaktor 1 och betongmixerna 3 och 4 med 70 % cementklinker och effektiviseringsfaktorerna 1 och 0.4. Egenskaperna som erhölls i laboratorietesterna användes i modellerings och de analytiska beräkningarna. Resultat från FEM-design och analytiska beräkningarna visade att betongmixerna 3 och 4 med 70 % cementklinker med effektiviseringsfaktorerna 1 och 0.4 och betongmix 2 med 85 % cementklinker och effektiviseringsfaktor 1 uppfyllde kravet på sprickbredd. Beräkningen utfördes inte för betongmixerna 1 och 5 med 100 % cementklinker och 50 % cementklinker då de inte var aktuella för att användas i bostadsprojektet. Resultaten från den genomförda studien visade att betongmix 4 med 70% cementklinker och med en effektivitetsfaktor 0.4 kan användas i husbyggnadsprojektet Gretas Glänta för att sänka klimatpåverkan från betongen.

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18

Thuresson, Sofia. "Parametric optimization of reinforced concrete slabs subjected to punching shear." Thesis, KTH, Betongbyggnad, 2020. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-279466.

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The construction industry is currently developing and evolving towards more automated and optimized processes in the project design phase. One reason for this development is that computational power is becoming a more precise and accessible tool and its applications are multiplying daily. Complex structural engineering problems are typically time-consuming with large scale calculations, resulting in a limited number of evaluated solutions. Quality solutions are based on engineering experience, assumptions and previous knowledge of the subject.The use of parametric design within a structural design problem is a way of coping with complex solutions. Its methodology strips down each problem to basic solvable parameters, allowing the structure to be controlled and recombined to achieve an optimal solution.This thesis introduces the concept of parametric design and optimization in structural engineering practice, explaining how the software application works and presenting a case study carried out to evaluate the result. In this thesis a parametric model was built using the Dynamo software to handle a design process involving a common structural engineering problem. The structural problem investigated is a reinforced concrete slab supported by a centre column that is exposed to punching shear failure. The results provided are used for comparisons and as indicators of whether a more effective and better design has been achieved. Such indicators included less materials and therefore less financial cost and/or fewer environmental impacts, while maintaining the structural strength. A parametric model allows the user to easily modify and adapt any type of structure modification, making it the perfect tool to apply to an optimization process.The purpose of this thesis was to find a more effective way to solve a complex problem and to increase the number of solutions and evaluations of the problem compared to a more conventional method. The focus was to develop a parametric model of a reinforced concrete slab subjected to punching shear, which would be able to implement optimization in terms of time spent on the project and therefore also the cost of the structure and environmental impact.The result of this case study suggests a great potential for cost savings. The created parametric model proved in its current state to be a useful and helpful tool for the designer of reinforced concrete slab subjected to punching shear. The result showed several solutions that meet both the economical and the punching shear failure goals and which were optimized using the parametrical model. Many solutions were provided and evaluated beyond what could have been done in a project using a conventional method. For a structure of this type, a parametric strategy will help the engineer to achieve more optimal solutions.
Just nu utvecklas Byggbranschen mot mer automatiserade och optimerade processer i projektdesignfasen. Denna utveckling beror till stor del på teknikutveckling i form av bättre datorprogram och tillgänglighet för dessa. Traditionellt sett löses komplexa konstruktionsproblem med hjälp av tidskrävande och storskaliga beräkningar, vilka sedan resulterar i ett begränsat antal utvärderade lösningar. Kvalitets lösningar bygger då på teknisk erfarenhet, antaganden och tidigare kunskaper inom ämnet.Användning av parametrisk design inom ett konstruktionsproblem är ett sätt att hantera komplexa lösningar. Dess metod avgränsar varje problem ner till ett antal lösbara parametrar, vilket gör att strukturen kan kontrolleras och rekombineras för att uppnå en optimal lösning.Denna avhandling introducerar begreppet parametrisk design och optimering i konstruktionsteknik, den förklarar hur programvaran fungerar och presenterar en fallstudie som genomförts för att utvärdera resultatet. I denna avhandling byggdes en parametrisk modell med hjälp av programvaran Dynamo för att hantera en designprocess av ett vanligt konstruktionsproblem. Det strukturella problemet som undersökts är en armerad betongplatta som stöds av en mittpelare, utsatt för genomstansning. Resultaten används för att utvärdera om en bättre design med avseende på materialanvändning har uppnåtts. Minimering av materialanvändning anses vara en bra parameter att undersöka eftersom det ger lägre kostnader och/eller lägre miljöpåverkan, detta undersöks under förutsättning att konstruktionens hållfasthet bibehålls. En parametrisk modell gör det möjligt för användaren att enkelt modifiera en konstruktionslösning med avseende på olika parametrar. Detta gör det till det perfekta verktyget att tillämpa en optimeringsprocess på.Syftet med denna avhandling var att hitta ett mer effektivt sätt att lösa ett komplext problem och att multiplicera antalet lösningar och utvärderingar av problemet jämfört med en mer konventionell metod. Fokus var att utveckla en parametrisk modell av en armerad betongplatta utsatt för genomstansning, som kommer att kunna genomföra optimering med avseende på tid som spenderas på projektet och därmed också kostnaden för konstruktionen och miljöpåverkan.Resultatet av denna fallstudie tyder på att det finns en stor möjlighet till kostnadsbesparingar och anses därför vara ett mycket hjälpsamt verktyg för en konstruktör. Resultatet visade flera lösningar som uppfyllde de konstruktionsmässiga kraven samtidigt som de gav en lägre materialanvändning tack vare optimeringen. Många lösningar tillhandahölls och utvärderades utöver vad som kunde ha gjorts i ett projekt med en konventionell metod. En parametrisk strategi kommer att hjälpa ingenjören att optimera lösningen för en konstruktion av denna typ.

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19

Mohlén, Marcus, Jesper Malmberg, and Filip Hahrs. "Dimensioning of slabs for high-speed railway lines." Thesis, Linnéuniversitetet, Institutionen för byggteknik (BY), 2016. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-54091.

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The Swedish Transport Administration has been giving the task to set up a new standard for concrete slabs for the new high-speed railway in Sweden. They are demanding that the concrete slabs must be dimensioned according to the German Beton Kalender 2000. This report will explore the results when dimensioning a slab track, according to the German Beton Kalender 2000. Moment capacity, deformation, and crack width are calculated according to two structural theories, namely slab and beam theory, and a comparison between the two methods is presented.

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20

Osman, Josef. "Dimensionering av plattbärlag enligt gällande föreskrifter : med hjälp av FEM-Design." Thesis, Luleå tekniska universitet, Byggkonstruktion och brand, 2020. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-81419.

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This thesis aims to reduce the reinforcement areas in lattice girder elements after large amounts have been observed in several projects. Existing handbooks and materials for designing lattice girder elements have been analyzed. A revised calculation model for design that is adapted to Eurocode and the Swedish national annex EKS 11 has then been developed. The calculation model should be seen as a proposal to how lattice girder elements can be designed. A reference project has laid the basis for testing the calculation model. Simultaneously two finite element models have been established in FEM-Design and smaller calculations have been performed in WIN-Statik: Concrete Beam. The results show that the reinforcement areas have been reduced. An effective method of designing lattice girder elements is to extract forces and moments from a finite element program. These are then inserted into the calculation model together with other required data and by making the desired adjustments. The calculation model then designs the lattice girder element. Alternatively, the lattice girder element is designed using the FEM-software whilst the lattice girder is designed using the calculation model. Numerous methods of finding the design-moments have been studied. The results show that it is not satisfactory to calculate the moments with respect to a lattice girder element or a single strip. Thus, the whole slab must be taken into consideration.

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Aalto, Jonatan, and Elisabeth Neuman. "Comparison of Punching Shear Design Provisions for Flat Slabs." Thesis, KTH, Betongbyggnad, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-215631.

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Abstract A new generation of EN 1992-1-1 (2004) also known as Eurocode 2 is under development and currently there is a set of proposed provisions regarding section 6.4 about punching shear, PT1prEN 1992-1-1(2017). It was of interest to compare the proposal with the current punching shear design provisions. The aim of this master thesis was to compare the punching shear resistance obtained in accordance with both design codes. Furthermore the eect of some parameters on the resistance was to be compared. It was also of interest to evaluate the userfriendliness of the proposal. In order to meet the aim, a case study of a real 　at slab with drop panels was performed together with a parametric study of a pure ctive 　at slab. The parametric study was performed for inner, edge and corner columns in the cases prestressed, without and with shear reinforcement. It was concluded that the distance av from the column axis to the contra 　exural location has a big in　uence on the punching shear resistance. The factor ddg considering concrete type and aggregate properties also has a big impact on the resistance. The simplied estimation of av according to 6.4.3(2) in PT1prEN 1992-1-1 (2017) may be inaccurate in some cases. The length b0 of the control perimeter has a larger eect on the resistance in EN 1992-1-1 (2004) than in PT1prEN 1992-1-1 (2017). In PT1prEN 1992-1-1 (2017), studs located outside the second row has no impact on the resistance. The tensioning force in a prestressed 　at slab has a larger in　uence on the resistance in PT1prEN 1992-1-1 (2017) than in EN 1992-1-1 (2004). Furthermore, the reinforcement ratio is increased by the tendons, and thus aect the resistance in PT1prEN 1992-1-1 (2017). Clearer provisions for the denition of the support strip bs for corners and ends of walls are needed in PT1prEN 1992-1-1 (2017). It may be questionable if the reduction of the perimeter for a large supported area in accordance with 6.4.2(4) in PT1prEN 1992-1-1 (2017) underestimates the resistance v in some cases. Considering the work-load with PT1prEN 1992-1-1 (2017), more parameters are included. However, they may not require that much eort to obtain. Keywords: Punching shear, resistance, concrete, 　at slab, design provisions, Eurocode 2, case study, parametric study, shear reinforcement, prestressed vi

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22

Abdul-Salam, Bahira. "Behaviour of shear critical frp reinforced concrete one-way slabs." Thèse, Université de Sherbrooke, 2014. http://savoirs.usherbrooke.ca/handle/11143/5352.

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Résumé : Les dalles de tabliers de ponts et des stationnements sont exposées à des environnements agressifs en particulier au Québec et en Amérique du Nord en raison de l'utilisation de sels de déglaçage et des cycles de gel-dégel. La substitution des armatures d’acier par des armatures en matériaux composites de polymères renforcés de fibres (PRF) constitue une alternative intéressante qui connait beaucoup de succès ces dernières années. Le béton armé de PRF est durable, car l’armature n’est pas sujette à la corrosion électrochimique. Aussi l’armature de PRF possède une résistance en traction élevée et est légère. En Amérique du Nord, l’utilisation des composites de PRF a suscité une attention toute particulière de la part des ingénieurs et des gestionnaires d’ouvrages. Plusieurs organismes dont des ministères de transport spécifient l’armature de PRF comme matériau structural dans leurs devis techniques pour lutter contre la corrosion et allonger la durée de service de leurs infrastructures. Les dalles en béton armé sont souvent soumises à des efforts de cisaillement critiques. Actuellement les méthodes de calcul au cisaillement (à l’effort tranchant) de dalles unidirectionnelles en béton armé de PRF différèrent d’une norme à une autre. En effet, la majorité des équations proposées dans les normes et guides de conception ont dérivées à partir de relations empiriques. Bien que des efforts de recherche considérables aient été consacrés dans ce domaine au cours de la dernière décennie, une meilleure compréhension du comportement au cisaillement et des mécanismes de rupture de dalles unidirectionnelles en béton armé de PRF est encore nécessaire. Dans cette recherche, un programme expérimental visant à étudier le comportement de dalles renforcées avec différents types de barres en PRF a été mis en place. Vingt-deux dalles unidirectionnelles en béton renforcées avec des barres de PRF ont été construites et testées en flexion a quatre points jusqu’à la rupture. Les paramètres d’étude comprennent : le type et le taux d’armature, le diamètre de la barre, l’espacement et la configuration de l’armature ainsi que la résistance en compression du béton afin d’examiner leur effet sur la résistance au cisaillement des dalles. Le comportement des dalles testées a été examiné en considérant le réseau de fissures, la charge ultime ainsi que les modes de rupture. Aussi, une base de données comprenant 203 poutres et dalles unidirectionnelles en béton armé de PRF rompues en cisaillement a été répertoriée et introduite dans les analyses. Les charges de rupture en cisaillement des dalles testées dans le cadre de cette thèse ainsi que celles de la base de données ont été comparées à celles prédites par les équations de calcul proposées par la normes canadiennes CSA S6-06/S1 et CSA S806-12, ainsi que celles des deux guides de calcul ACI 440.1R-06 et JSCE-97. Les analyses effectuées ont montré que les valeurs prédites par les équations de calcul proposées par l’ACI 440.1R-06 sont très conservatrices, alors que celles prédites par celles de JSCE-97 sont en meilleur accord avec les valeurs expérimentales. Aussi, les résultats obtenus ont montré que les équations de la nouvelle norme CSA S806-12 prédisent bien la résistance au cisaillement expérimentale. Toutefois, une amélioration de l'équation de la norme CSAS806-12, conduisant à de meilleurs résultats, est proposée. Par ailleurs, les résultats obtenus dans le cadre de cette thèse ont mené à une meilleure compréhension des mécanismes de rupture et des facteurs principaux qui contribuent à la résistance au cisaillement de dalles unidirectionnelles en béton armée de PRF. Enfin, des recommandations pour des travaux futurs y sont également formulées. // Abstract : Bridge deck and parking garage slabs are exposed to aggressive environments particularly in the North American regions resulting from the excessive use of de-icing salts. Fiber-reinforced-polymer (FRP) reinforcements have emerged as a practical and sustainable anti-corrosive reinforcing material with superior tensile strength to overcome the corrosion problem. High comfort level and increase use of the material is currently seen. Protection and regulations policies of some Public North American agencies currently include GFRP reinforcing bars as premium reinforcement. Shear behaviour in RC slabs is examined since most of the bridge deck and parking garage slabs are shear critical. However, there is still no agreement in FRP design codes and guidelines for shear strength equations. Several design code equations are still based on empirical relationships while recent developments are based on shear theories. The complex nature of shear phenomena which is influenced by many parameters, in addition to the existence of various schools of thoughts in shear, makes it difficult to find a general agreement on a unified equation. Huge research efforts are being established, however better understanding for the shear behaviour and failure mechanisms for unidirectional FRP RC slabs is still needed. In this research study, an experimental program was designed to investigate the shear behaviour of one-way concrete slabs reinforced with different types of FRP bars. A total of twenty one concrete slabs reinforced with FRP bars in addition to a steel reinforced slab were constructed and tested to failure under two-point loading. The variation in the concrete contribution to the shear strength V[subscript c] is investigated with respect to FRP reinforcement properties. Newly developed GFRP bars with high modulus, which were not previously investigated in the literature, are used. Different FRP reinforcement properties were included in the study such as reinforcement ratio, modulus of elasticity and axial stiffness, type of bars, and reinforcement configuration. Also, normal concrete and high strength concrete were considered in the research program. Analysis of the experimental results included the general behavior of the tested slabs, crack patterns, ultimate capacities, and modes of failure, load deflection relationships as well as the concrete and reinforcement strains. Test results of the present investigation indicate an influence of the reinforcement type, bar diameter, and the shear stiffness of the bars on the mode of failure and the shear strength. The experimental investigation and analysis of test results provided better understanding of concerning mechanisms of failure and factors contributing to the shear capacity of FRP RC slabs. A refined shear model to the CSA S806-12 is introduced and found to provide better results compared to the existing design codes and guidelines. The model is based on regression analysis of an experimental database. The database is assembled from twenty five different studies in addition to the present investigation. The used database includes 203 unidirectional members reinforced with FRP bars (without shear reinforcement) failing in shear. The model was evaluated through the experimental concrete shear capacities (V[subscript c exp]) of the database and found to provide good predictions. The experimental shear capacities of the database ( V[subscript c exp]) was compared to their corresponding predicted shear capacities (Vcpred ) using CSA S806-12, CAN/CSA-S6.1S1, ACI 440.1R-06, and JSCE-97. It was found that the ACI guide is very conservative. It can be noted that using this guide in its present form may reduce the economic competitiveness of fibre-reinforced polymers. JSCE recommendations are in better agreement with the test results. The Canadian CSA S806-12 equation was found to be in good fit with the experimental shear capacities.

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23

Kolibač, Radek. "Obytný dům ERASMUS, Brno." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226927.

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The objective of this thesis was to design and check typical elements of the 5th storey of monolithic reinforced concrete structure of residential building. Horizontal load-bearing structure consists of a continuous slab of six fields with reinforcing ribs, which are located under the building envelope, bidirectional slab simply supported, further staircase beam and lintels in the corridors and loggias. Vertical structures consist of walls and columns.

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24

Renczes, Gábor. "Železobetonová monolitická nádrž." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-392169.

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The thesis deals with the design and assessment of all supporting parts of a cast-in-place reinforced concrete sewage tank in a wastewater treatment plant. The thesis includes a technical report, static analysis, drawing documentations, construction process and visualization. The drawing documentation consists of shape and reinforcement drawings of supporting parts.

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25

Čairović, Dorde. "Železobetonová konstrukce obytného domu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2013. http://www.nusl.cz/ntk/nusl-226428.

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The master thesis is aimed for design and assessment of main bearing segments of reinforced concrete structure of apartment block: monolithic reinforced concrete slab over the second floor, foundation slab, stairway slab, pillar and wall beam. Constituent part of the thesis is also drawing documentation of reinforcement of selected segments. Calculation of the internal forces is made at graphical software system Scia Engineer.

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26

Svanberg, Andreas, and Tim Storbjörk. "Dimensionering av grundkonstruktioner : En jämförelse av bäddmodulers inverkan på moment." Thesis, Linnéuniversitetet, Institutionen för byggteknik (BY), 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-86025.

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Vid beräkning av grundkonstruktioner tillämpas ofta Winkler-modellen där jorden ersätts med en fjäderbädd som motsvarar jordens styvhet, en så kallad bäddmodul. Samverkanseffekter försummas ofta i dagens sätt att ansätta bäddmoduler och konsekvensen av detta blir att oförutsedda dragspänningar uppstår. Syftet med undersökningen är att ge konstruktörer ett underlag så de kan välja en beräkningsmodell som ger beräkningsförutsättningar vid dimensionering av grundkonstruktioner som tar hänsyn till samverkanseffekter. Målet är att påvisa hur samverkanseffekter och ansättning av bäddmodul påverkar delar av grundkonstruktionen med hänsyn till moment. Tre olika metoder för att beräkna bäddmoduler och två olika sätt att ansätta dessa har studerats med avseende på hur moment uppträder i grundkonstruktionen. Sex modeller har analyserats i datorprogrammet FEM-Design genom fyra valda sektioner i grundkonstruktionen. Resultatet visar att val av bäddmodul inte påverkar formen på momentkurvan men att det maximala momentet kan variera stort. Resultatet påvisar även att det uppstår zoner med dragspänning i konstruktionens överkant som en effekt av samverkan.
The Winkler-model is often applied when calculating foundation slabs. The model intend to replace the subgrade with a bedding of vertical springs that corresponds with the stiffness of the soil. The integration of the foundation slab is often neglected in todays approved methods of implementing subgrade modulus. The consequence of this overlook may cause unforeseen tensile stress in the foundation. The purpose of this study is to support engineers in their decision of choosing a model and provide proper conditions designing slabs taking into account for interplay of the whole foundation structure. The aim is to demonstrate how the interplay in the construction and the application of the subgrade modulus affects parts of the foundation regarding bending moment. Three different methods of calculating subgrade modulus and two ways of application have been studied with purpose to illustrate how bending moment appear in the structure. Four sections have been selected to represent the structural behavior to analyze six model cases in the FEM-Design program. The result indicates the choosing of subgrade modulus affect maximum value of bending moment although the appearance of the momentum curve are not affected. Results also show that zones of tensile stress occur at the top of the foundation as an effect of integration effects of the whole structure.

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Van, der Merwe Johann Eduard. "Rocking shear wall foundations in regions of moderate seismicity." Thesis, Stellenbosch : University of Stellenbosch, 2009. http://hdl.handle.net/10019.1/1957.

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Thesis (MScEng (Civil Engineering))--University of Stellenbosch, 2009.
ENGLISH ABSTRACT: In regions of moderate seismicity it has been shown that a suitable structural system is created when designing the shear wall with a plastic hinge zone at the lower part of the wall, with the shear walls resisting lateral loads and all other structural elements designed to resist gravity loads. A suitably stiff foundation is required for the assumption of plastic hinge zones to hold true. This foundation should have limited rotation and should remain elastic when lateral loads are applied to the structure. Ensuring a foundation with a greater capacity than the shear wall results in excessively large shear wall foundations being required in areas of moderate seismicity for buildings with no basement level. This study aims to investigate the feasibility of reducing the size of shear wall foundations in areas of moderate seismicity for buildings with no basement level. The investigation is aimed at allowing shear wall foundation rocking and taking into account the contribution of structural frames to the lateral stiffness of the structure. An example building was chosen to investigate this possibility. Firstly, lateral force-displacement capacities were determined for a shear wall and an internal reinforced concrete frame of this investigated building. Nonlinear momentrotation behaviour was determined for the wall foundation size that would traditionally be required as well as for six other smaller foundations. The above capacity curves against lateral loads were then used to compile a simplified model of the structural systems assumed to contribute to the lateral stiffness of the building. This simplified model therefore combined the effect of the shear wall, internal frame and wall foundation. Nonlinear time-history analyses were performed on this simplified model to investigate the dynamic response of the structure with different wall foundation sizes. By assessing response results on a global and local scale, it was observed that significantly smaller shear wall foundations are possible when allowing foundation rocking and taking into account the contribution of other structural elements to the lateral stiffness of the building.
AFRIKAANSE OPSOMMING: Daar is reeds getoon dat ŉ voldoende strukturele sisteem verkry word in gebiede van gematigde seismiese risiko indien ŉ skuifmuur ontwerp word met ŉ plastiese skarnier sone naby die ondersteuning van die muur. Skuifmure word dan ontwerp om weerstand te bied teen laterale kragte met alle ander strukturele elemente ontwerp om gravitasie kragte te weerstaan. Vir die aanname van plastiese skarnier sones om geldig te wees word ŉ fondasie met voldoende styfheid benodig. Só ŉ fondasie moet beperkte rotasie toelaat en moet elasties bly wanneer laterale kragte aan die struktuur aangewend word. ŉ Fondasie met ŉ groter kapasiteit as dié van die skuifmuur lei daartoe dat uitermate groot fondasies benodig word in gebiede van gematigde seismiese risiko vir geboue met geen kelder vlak. Hierdie studie is daarop gemik om die moontlikheid van kleiner skuifmuur fondasies te ondersoek vir geboue met geen kelder vlak in gebiede van gematigde seismiese risiko. Die ondersoek het ten doel om skuifmuur fondasie wieg aksie toe te laat en die bydrae van strukturele rame tot die laterale styfheid van die struktuur in ag te neem. Eerstens is die laterale krag-verplasing kapasiteit van ŉ skuifmuur en ŉ interne gewapende beton raam van die gekose gebou bepaal. Nie-lineêre moment-rotasie gedrag is bepaal vir die skuifmuur fondasie grootte wat tradisioneel benodig sou word asook vir ses ander kleiner fondasie grotes. Die bogenoemde kapasiteit kurwes is gebruik om ŉ vereenvoudigde model van die strukturele sisteme wat aanvaar word om laterale styfheid tot die gebou te verleen, op te stel. Hierdie vereenvoudigde model kombineer gevolglik die effek van die skuifmuur, interne raam en skuifmuur fondasie. Nie-lineêre tydgeskiedenis analises is uitgevoer op die vereenvoudigde model ten einde die dinamiese reaksie van die struktuur te ondersoek vir verskillende fondasie grotes. Resultate is beoordeel op ŉ globale en lokale vlak. Daar is waargeneem dat aansienlik kleiner skuifmuur fondasies moontlik is deur wieg aksie van die fondasie toe te laat en die bydrae van ander strukturele elemente tot die laterale styfheid van die gebou in ag te neem.

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Skuhravý, František. "Železobetonová konstrukce vysoké administrativní budovy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-372283.

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Aim of The Diploma Thesis was to design load-bearing structure of a multi-storey reinforced concrete building, to realize structural analysis in Dlubal-RFEM software and dimension its selected parts. Designed structure is based on already erected building in office edifices campus in Brno-Slatina district. Its original number of storeys was increased from ten to nineteen, so the specific problems connected to high-rise building designing could be solved. Time dependent deformations of vertical structures were analysed in detail, so the changes in load of horizontal elements could be described more precisely, because of its direct dependence on compression of the columns. Within the paper, foundation structure dimensions were designed, assessment and design of composite columns assembly were made, as well of floor slab in 2nd floor with column deformations impact check on the 17th floor. Also, the external walls, pillars and shear core walls were designed and assessed. Formwork drawing of designed structure parts and detailed drawing of reinforcement of assessed elements were elaborated. Based on Diploma Thesis results it can be stated, that if influence of nonuniform load of vertical structures within the high-rise building designing is neglected, consequent project would presumably be uneconomic, or dangerous after an optimization attempts.

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Monotti, Mario Nicola. "Reinforced concrete slabs - compatibility limit design /." [Zürich], 2004. http://e-collection.ethbib.ethz.ch/show?type=diss&nr=15615.

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30

Levesque, Adam Paul. "Fire performance of reinforced concrete slabs." Link to electronic thesis, 2006. http://www.wpi.edu/Pubs/ETD/Available/etd-042806-171420/.

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31

Černota, Tomáš. "Administrativní dům." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240151.

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This Diploma thesis is focused on design monolithic concrete construction of multi-storey administrative builiding including its foundation. The slab construction over the first floor is designed like locally supported. Calculation of internal forces is made by computer software called Dlubal RFEM. Results of internal forces are checked by simplified method.

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Dahl, Robert, and Emelie Göransson. "Jämförelse av beräkningsprogram och handberäkningar för att minimera armeringsmängd i grundplatta." Thesis, Uppsala universitet, Institutionen för samhällsbyggnad och industriell teknik, 2020. http://urn.kb.se/resolve?urn=urn:nbn:se:uu:diva-413978.

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This study is based on an analysis of a foundation slab where calculations are done to find the minimum amount of reinforcement needed. The purpose of this thesis is to find a balance between time-cost, carbon dioxide emissions and the working environment. One way to minimize time-cost is by using FEM-software. In some cases, FEM-software is more exact than manual calculations, since manual calculations usually approximate. For this reason, manual calculations are compared to FEM-Design. FEM-software is commonly used for other parts of construction, which saves time-cost and materials compared to manual calculations. The use of FEM-software for foundation slabs could improve the dimensioning process in the same manner. The slab that is analysed in this thesis is part of an industrial building. The slab has two parts with different prerequisites in forms of area, thickness and point loads. Shrinkage- and creep-deformations are common causes for cracks in concrete. The results show that FEM-Design saves time for both parts of the slab but requires more reinforcement for the bigger of the two dimensions, which entails higher carbon dioxide emissions. Both calculation-methods met the maximum distance of 150 mm between the reinforcement bars which is the requirement for the workplace environment.
Detta examensarbete handlar om att analysera en grundplatta genom att hitta en balans mellan tid, arbetsmiljö och minimering av koldioxidutsläpp. Sweco presenterade utmaningen att beräkna den optimala ameringsmängden med hänsyn till dessa aspekter och erbjöd resurser för analysen. Plattan som analyseras är en del av en industribyggnad. Den är uppdelad i två delplattor som har olika förutsättningar för tjocklek och laststorlek. Ett sätt att minimera tid kan vara att använda sig av FEM-beräkningsprogram. I vissa fall är FEM-beräkningsprogram mer säkra än handberäkningar då handberäkningar approximerar. Av dessa anledningar jämförs handberäkningar med FEM-Design. Grundplattor är intressanta konstruktionsdelar som utsätts för krymp- samt krypdeformationer utöver externa laster. Dessa deformationer kan orsaka sprickbildning i armerade grundplattor. Momentfördelningen för grundplattor skiljer sig avsevärt jämfört med betongplattor som vilar på stöd. Resultaten visar att FEM-Design tar mindre tid, men utifrån avgränsningar kräver större armeringsmängd för större dimensioner av grundplattor. Större mängdarmering innebär negativ miljöpåverkan, eftersom större koldioxidutsläpp uppstår vid tillverkning. Båda metoderna klarar arbetsmiljökravet på maximalt 150 mm i centrumavstånd.

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Oikonomou-Mpegetis, Sotirios. "Behaviour and design of steel fibre reinforced concrete slabs." Thesis, Imperial College London, 2013. http://hdl.handle.net/10044/1/23792.

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Using Steel Fibre Reinforced Concrete (SFRC) can bring substantial benefits to the construction industry of which savings in construction time and labour are most significant. In addition, steel fibres enhance crack control particularly when acting in conjunction with reinforcement bars. Despite the aforementioned benefits of SFRC, there is a still a lack of consensus on the principles that should be adopted in its design. Currently, a number of different test methods are used to determine the material properties of SFRC but there is no agreement on which method is best. As a result, steel fibre suppliers claim widely differing properties for similar fibres which leads to confusion amongst designers and in some cases inadequate structural performance. This research considers the design of SFRC slabs with emphasis on pile supported slabs which are frequently designed using proprietary methods due to the absence of codified guidance. Key issues in the design of such slabs are control of cracking in service and the calculation of flexural and punching shear resistances. A fundamental challenge is that SFRC exhibits a strain softening response at the dosages commonly used in slabs. At present, the yield line method is generally considered most suitable for designing such slabs at the ultimate limit state but there is a lack of consensus on the design moment of resistance as the bending moment along the yield lines reduces with increasing crack width. This thesis investigates these matters using a combination of experimental and theoretical work. The experimental work compares material properties derived from notched beam and round plate tests and seeks to determine a relationship between the two. Tests were also carried out on continuous slabs with the same material properties as used in the notched beam and round plate tests. Round plate tests were also carried out to determine the contribution of steel fibres to punching shear resistance. The theoretical work investigates the applicability of yield line analysis to the design of SFRC slabs using a combination of numerical modelling and design oriented analytical models. Design for punching shear and the serviceability limit state of cracking are also considered.

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Widjaja, Budi R. "Analysis and Design of Steel Deck-Concrete Composite Slabs." Diss., Virginia Tech, 1997. http://hdl.handle.net/10919/30759.

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As cold-formed steel decks are used in virtually every steel-framed structure for composite slab systems, efforts to develop more efficient composite floor systems continues. Efficient composite floor systems can be obtained by optimally utilizing the materials, which includes the possibility of developing long span composite slab systems. For this purpose, new deck profiles that can have a longer span and better interaction with the concrete slab are investigated. Two new mechanical based methods for predicting composite slab strength and behavior are introduced. They are referred to as the iterative and direct methods. These methods, which accurately account for the contribution of parameters affecting the composite action, are used to predict the strength and behavior of composite slabs. Application of the methods in the analytical and experimental study of strength and behavior of composite slabs in general reveals that more accurate predictions are obtained by these methods compared to those of a modified version of the Steel Deck Institute method (SDI-M). A nonlinear finite element model is also developed to provide additional reference. These methods, which are supported by elemental tests of shear bond and end anchorages, offer an alternative solution to performing a large number of full-scale tests as required for the traditional m-k method. Results from 27 composite slab tests are compared with the analytical methods. Four long span composite slab specimens of 20 ft span length, using two different types of deck profiles, were built and tested experimentally. Without significantly increasing the slab depth and weight compared to those of composite slabs with typical span, it was found that these long span slabs showed good performance under the load tests. Some problems with the vibration behavior were encountered, which are thought to be due to the relatively thin layer of concrete cover above the deck rib. Further study on the use of deeper concrete cover to improve the vibrational behavior is suggested. Finally, resistance factors based on the AISI-LRFD approach were established. The resistance factors for flexural design of composite slab systems were found to be f=0.90 for the SDI-M method and f=0.85 for the direct method.
Ph. D.

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35

Du, Toit André Johan. "Preslab - micro-computer analysis and design of prestressed concrete slabs." Master's thesis, University of Cape Town, 1988. http://hdl.handle.net/11427/17057.

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Bibliography: pages 128-132.
A micro-computer based package for the analysis and design of prestressed flat slabs is presented. The constant strain triangle and the discreet Kirchhoff plate bending triangle are combined to provide an efficient "shell" element. These triangles are used for the finite element analysis of prestressed flat slabs. An efficient out-of-core solver for sets of linear simultaneous equations is presented. This solver was developed especially for micro-computers. Subroutines for the design of prestressed flat slabs include the principal stresses in the top and bottom fibres of the plate, Wood/Armer moments and untensioned steel areas calculated according to Clark's recommendations. Extensive pre- and post-processing facilities are presented. Several plotting routines were developed to aid the user in his understanding of the behaviour of the structure under load and prestressing.

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36

Chalupová, Martina. "Statické posouzení vybraných částí ŽB objektu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-412921.

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The aim of the diploma thesis is to design, structural check of rainforced elements. The slab, column, wall and staircase is desinged. The internal forces are obtained from Finite Element Method and are checked with the supplementary frame method. The design of elements is based on internal forces form FInite Element Method. Service limite state is check for the slab. All calculations were performed in accordance with valid standard.

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Melges, José Luiz Pinheiro. "Punção em lajes: exemplos de cálculo e análise teórico-experimental." Universidade de São Paulo, 1995. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-25042018-115908/.

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Atualmente, alguns códigos como o CEB/90 e o texto base da NB-1/94 (ainda em fase de apreciação pelo meio técnico) têm apresentado inovações com relação à verificação da resistência à punção. Fez-se então, neste trabalho, uma análise do texto base da NB-1/94 referente à punção, comparando suas recomendações com algumas das fornecidas pelo CEB/90. Observou-se uma certa divergência entre os dois códigos com relação a pilares de borda e de canto, fornecendo o CEB/90 um tratamento mais simplificado para essas duas situações. Além disso, observa-se que, ao contrário do CEB/90, o texto base não menciona as seguintes recomendações: utilização de uma armadura a ser disposta ao longo das bordas livres da laje, destinada a combater esforços de torção, e limitação da resistência do concreto em 50 MPa para essas verificações. Observou-se, ainda, uma omissão desses dois códigos com relação à situação de pilares internos submetidos a momentos fletores atuando em duas direções diferentes. Sugere-se, ainda, ao texto base, a inclusão de expressões que visem a facilitar e agilizar a sua aplicação. Após essa análise, foram apresentados exemplos de cálculo para pilares internos, de borda e de canto, tanto com como sem armadura de punção, verificados segundo as recomendações do texto base da NB-1/94, do EUROCODE N.2, do CEB/90 e do ACI 318/89. Por fim, comparam-se resultados experimentais com valores dados por estes códigos, visando determinar suas respectivas eficiências frente a alguns parâmetros, tais como, por exemplo, a presença de armadura transversal ou a relação entre os lados do pilar. Verifica-se que a utilização de armaduras de combate à punção pode elevar substancialmente o valor da resistência da ligação, além de torná-la mais dúctil. As observações referentes à comparação entre os valores fornecidos através de ensaios e os dados pelos códigos devem ser levadas em consideração apenas como uma indicação de seus respectivos comportamentos, necessitando-se de mais dados para uma afirmação mais conclusiva.
Nowadays, some standards like CEB/90 and the Brazilian code basic text NB-1/94 (not approved yet) have presented some innovations for the punching shear strength. In this work, a comparative analysis is presented about the NB1-94 basic text recommendations and some presented by the CEB/90. Some differences are noted between the NB1-94 basic text and the CEB/90 recommendations relatives to corner and edge columns. The CEB/90 has a simplified treatment for these situations. lt is noted that, in opposition to the CEB/90, the NB1-94 basic text about punching shear strength does not mention an additional reinforcement to be placed at the free edges of the slab, to provide torsion strength, and neither have a limit value of 50 MPa for the concrete compressive strength. lt is also noted that the CEB/90 and the NB1-94 basic text do not have a recommendation for internal columns with bending moments acting on two different directions. lt is suggested that the NB1-94 basic text includes some expressions that can make its application easier and faster. After this analysis, some examples are presented with internal, edge and corner columns, with and without shear reinforcement, verified by the NB1-94 basic text, the EUROCODE N.2, the CEB/90 and the ACI 318/89 recommendations. Finally, a comparative analysis between some experimental results and those given by the codes is presented. The experimental results were related to some parameters like, for instance, the presence of shear reinforcement or the column sides ratio. lt is verified that the shear reinforcement utilization can give more resistance and ductility to the connection. Finally, it is noted that the observations about the comparison between the experimental results and the values given by the codes can just be taken like a behavior indication for the connections. For conclusive affirmations, more experimental analysis are necessary.

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38

Hrvolová, Markéta. "Posouzení železobetonové konstrukce bytového domu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240277.

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The aim of the diploma thesis is static solution of selected parts of the residental house with formwork drawings and reinforcement drawings of designed structures included. Project describes the design and assessment of the monolitic slab structure, precast stair flights, basement loadbearing wall and retaining wall. For calculation of the internal forces was used software Scia Engineer.

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39

Curry, J. "Optimal design of reinforced concrete slabs using yield line theory." Thesis, Queen's University Belfast, 2002. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.246530.

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40

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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41

Padula, Martin. "Automation of the Superpave mix design process for the West Virginia Division of Highways." Morgantown, W. Va. : [West Virginia University Libraries], 2002. http://etd.wvu.edu/templates/showETD.cfm?recnum=2678.

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Thesis (M.S.)--West Virginia University, 2002.
Title from document title page. Document formatted into pages; contains ix, 145 p. : ill. (some col.). Vita. Includes abstract. Includes bibliographical references (p. 63-65).

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42

Tahmasebinia, Faham. "Numerical modelling of reinforced concrete slabs subject to impact loading." Access electronically, 2008. http://www.library.uow.edu.au/adt-NWU/public/adt-NWU20080716.152001/index.html.

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43

Kling, Oliver, and Nils Dahlman. "Parametric Optimization of Foundation Improvements with RC Slabs on Piles." Thesis, KTH, Betongbyggnad, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-254168.

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Parametric design has proven to be a powerful tool for structural engineers to find innovativesolutions to complex problems more effectively compared to conventional methods. Theflexibility off parametric design is immense since all types of structures depend on a range ofparameters that can be isolated, controlled and altered.In this thesis a parametric model was built with the software Grasshopper to manage thedesign process of a common type of foundation improvement. The technique has beensuccessfully used by Tyréns AB on several 19th century buildings in Stockholm in the pastdecade. The buildings were settling due to decay of the original wooden piles. To stop furthersettlements steel piles are drilled from under the building down to the bedrock. In thebasement of the buildings new and thick reinforced concrete slabs are cast which are connectedto the ground walls with concrete corbels.The available area for the installation of these corbels, the minimum distances between thecorbels and the dimensions of each corbel are all contributing factors that limit the number ofpossible design configurations. The dimensions of the concrete corbels affect the maximumload capacity which will determine their quantity and position. The corbels have to carry thevarying line loads and point loads acting on the ground walls from the structure above.With the plug-in finite element software Karamba, reaction forces in each pile were calculatedwhich also affected the possible designs.A well-functioning and adaptable parametric model presented logical results where decreasingheight of the concrete slab was affecting the capacity of each corbel which in turn generated alarger number of corbels. The model offered both manual control and automatic optimizationwhere real time variations of loads and reactions were shown depending on the changingdesign.In the optimization process which was based on genetic algorithm a cost function to deal withthe numerous contributing parameters was designed.Verification of important results increased the confidence in the model in most cases but thelack of trust in the calculated moments of each shell element created limitations. The thesisdoes not include a complete finite element analysis of the structures generated by theparametric model. However, it presents a simple export process to the third party softwareFEM-Design for verification.The role of the model was therefore not to work as a complete solution but as a powerful andeasy-to-use design tool for the structural designer to get instant feedback of chosen corbelplacements. The model offered a simplified way of achieving more slender and economicstructures both financially as well as environmentally.Parametric design was shown to be successful for solving structural problems if the model wasbased on appropriate engineering judgements.

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44

Papantoniou, Ioannis, Catherine Papanicolaou, and Thanasis Triantafillou. "Optimum design of one way concrete slabs cast against Textile Reinforced Concrete Stay-in-Place Formwork Elements." Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2009. http://nbn-resolving.de/urn:nbn:de:bsz:14-ds-1244051009995-91187.

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This study presents a conceptual design process for one-way reinforced concrete slabs cast over Textile Reinforced Concrete (TRC) Stay-in-Place (SiP) formwork elements, aiming at the minimization of the composite slab cost satisfying Ultimate Limit State (ULS) and Serviceability Limit State (SLS) design criteria. The thin-walled TRC element is considered to participate in the structural behaviour of the composite slab. This distinct function of the TRC element (as formwork and as a part of a composite element) distinguishes the design procedure into two States: a Temporary and a Permanent one. Design parameters such as the type of the textile reinforcement (material), the geometry of the TRC cross-section, the flexural strength of the fine-grained concrete in the TRC element and the compressive strength of the cast in-situ concrete are considered as the main optimization variables.

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Chang, Jeremy John. "Computer simulation of hollowcore concrete flooring systems exposed to fire." Thesis, University of Canterbury. Civil Engineering, 2007. http://hdl.handle.net/10092/1208.

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Multi-storey buildings with precast hollowcore concrete floor systems are very common in New Zealand and in many other countries, but the structural behaviour of such systems under fire exposure is not easy to predict because of the complex geometry, composite construction, and a wide range of possible support conditions. The 2006 version of the New Zealand Concrete Standard NZS3101 introduces new details for connection of hollowcore floor units to reinforced concrete supporting beams to improve seismic performance, but the fire performance of the new connection systems is unknown. Currently available methods for simulating fire performance of hollowcore slabs are not suitable for design purposes. Therefore, a simple yet sufficiently accurate simulation method needs to be developed. This study was carried out using a proposed simulation method to investigate the fire performance of hollowcore floor slabs with different connection details between the hollowcore units and their reinforced concrete supporting beams conforming to NZS3101. The proposed simulation method is examined on the platform of SAFIR, a non-linear finite element program that includes both thermal and structural analysis. The proposed simulation method was validated using available experimental results from a limited number of tests. It does not take account of shear and anchorage failures or spalling effects, so designers should consult other studies for this behaviour of hollowcore concrete flooring systems. By using the proposed simulation scheme in SAFIR, it is investigated whether the tensile membrane action established through beams parallel to the hollowcore units and different floor aspect ratios will enhance the fire resistance of hollowcore concrete flooring systems. From the simulation results it is concluded that rigid connections at both the ends and the sides of the hollowcore flooring systems to the supporting beams provide better fire resistance than rotationally flexible connections, and the fire resistance of hollowcore flooring systems can be increased by using stiffer supporting beams at the end of the slabs and also by decreasing the spacing between the beams parallel to the hollowcore units.

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46

Svobodová, Barbora. "Statické řešení bytového domu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240142.

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The master's thesis deals with static analysis of selected reinforced concrete elements of an apartment building. Specifically solved are the reinforced concrete slab of above-ground floor, point-supported slab of underground garage, the most exposed column, staircase, load-bearing wall of shear core, external load-bearing wall and building foundation on piles. Load effects were calculated using the Axis VM 12 software. Design of foundation was solved in the Geo 5 software. The thesis includes shape drawing documentation of selected elements.

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47

Broms, Carl Erik. "Concrete flat slabs and footings : Design method for punching and detailing for ductility." Doctoral thesis, KTH, Brobyggnad inkl stålbyggnad, 2005. http://innopac.lib.kth.se/search/.

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Thesis (Ph.D.)--Royal Institute of Technology (Stockholm, Sweden), 2005.
"ISRN KTH/BKN/B-80-SE." "Dept. of Civil and Architectural Engineering, Division of Structural Design and Bridges, Royal Institute of Technology, Stockholm. " Includes bibliographical references. Available from the Royal Institute of Technology (Sweden) Library as a .pdf document http://www.lib.kth.se/main/eng/

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48

Malyszko, Thomas E. "The nonlinear response of reinforced concrete coupling slabs in earthquake-resisting shearwall structures /." Thesis, McGill University, 1986. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=66183.

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49

Bothma, Jacques. "The structural use of synthetic fibres : thickness design of concrete slabs on grade." Thesis, Stellenbosch : Stellenbosch University, 2013. http://hdl.handle.net/10019.1/85877.

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Thesis (MScEng)-- Stellenbosch University, 2013.
ENGLISH ABSTRACT: Concrete is used in most of the modern day infrastructure. It is a building material for which there exist various design codes and guidelines for its use and construction. It is strong in compression, but lacks tensile strength in its fresh and hardened states and, when unreinforced, fails in a brittle manner. The structural use of synthetic fibres in concrete is investigated in this study to determine its effect on enhancing the mechanical properties of concrete. Slabs on grade are used as the application for which the concrete is tested. The material behaviour is investigated in parallel with two floor design theories. These are the Westegaard theory and the Yield-Line theory. The Westegaard theory uses elastic theory to calculate floor thicknesses while the Yield-Line theory includes plastic behaviour. Conceptual designs are performed with the two theories and material parameters are determined from flexural tests conducted on synthetic fibre reinforced concrete (SynFRC) specimens. Large scale slab tests are performed to verify design values from the two theories. Higher loads till first-crack were measured during tests with concrete slabs reinforced with polypropylene fibres than for unreinforced concrete. It is found that the use of synthetic fibres in concrete increases the post-crack ductility of the material. The Westegaard theory is conservative in its design approach by over-estimating design thicknesses. This was concluded as unreinforced slabs reached higher failure loads than predicted by this theory. The Yield-Line theory predicts design thicknesses more accurately while still accounting for the requirements set by the ultimate- and serviceability limit states. By using SynFRC in combination with the Yield-Line theory as design method, thinner floor slabs can be obtained than with the Westegaard theory.
AFRIKAANSE OPSOMMING: Beton word gebruik as boumateriaal in meeste hedendaagse infrastruktuur. Daar bestaan verskeie ontwerp kodes en riglyne vir die gebruik en oprig van beton strukture. Alhoewel beton sterk in kompressie is, het beton ‘n swak treksterkte in beide die vars- en harde fases en faal dit in ‘n bros manier indien onbewapen. Die gebruik van sintetiese vesels in beton word in hierdie projek ondersoek om die invloed daarvan op die eienskappe van die meganiesegedrag van beton te bepaal. Grond geondersteunde vloere word as toepassing gebruik. Parallel met die materiaalgedrag wat ondersoek word, word twee ontwerpsteorieë ook ondersoek. Dit is die teorie van Westegaard en die Swig-Lyn teorie. Die teorie van Westegaard gebruik elastiese teorie in ontwerpsberekeninge terwyl die Swig-Lyn teorie ‘n plastiese analise gebruik. ‘n Konseptuele vloerontwerp is gedoen deur beide die ontwerpsmetodes te gebruik. Materiaalparameters is bepaal deur buig-toetse uit te voer op sintetiesevesel-bewapende beton. Grootskaalse betonblaaie is gegiet en getoets om die akkuraatheid van die twee metodes te verifieer. Die betonblaaie wat bewapen was met polipropileen vesels het groter laste gedra tot by faling as die blaaie wat nie bewapen was nie. Die vesels verbeter die gedrag van beton in die plastiese gebied van materiaalgedrag deurdat laste ondersteun word nadat die beton alreeds gekraak het. Die Westegaard teorie kan as konserwatief beskou word deurdat dit vloerdiktes oorskat. Hierdie stelling is gegrond op eksperimentele data wat bewys dat onbewapende betonblaaie groter laste kan dra as wat voorspel word deur die Westegaard teorie. Die Swig-Lyn teorie voorspel ontwerpsdiktes meer akkuraat terwyl daar steeds aan die vereistes van swigting en diensbaarheid voldoen word. Deur gebruik te maak van sintetiese vesels en die Swig-Lyn teorie kan dunner betonblaaie ontwerp word as met die Westegaard teorie.

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50

Cmajdálková, Alžběta. "Vícepodlažní budova." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-371883.

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The subject of the master’s thesis is static design and assessment of the static load-bearing steel structure. The structure is designed for the site Brno. Specifically this is an eight-storey office building with a 54 x 12 m floor plan and a total height is 30,2 m. The steel structure is lovated betwrrn teo reinforced concrete towers secure for vertical transport. The structure is designed in three variants. In the one of them a steel frame with hingee attached elements. The ceiling structure is designed as composite steel and concrete structure.

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