Дисертації з теми "Concrete walls Design and construction"
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Riley, Benjamin. "Concrete living walls." Thesis, Lyon, 2018. http://www.theses.fr/2018LYSE2027/document.
Повний текст джерелаCities facing overpopulation amid shifting climates will require practicable solutions to meet the biophilic, health, and safety needs of city dwellers. The goal of this thesis is to determine the possibility of having a living wall system which is durable, environmentally sustainable, unlimited by location and building typology, and more affordable than currently available systems. The hypothesis of this thesis is that concrete,due to its durability, cost, and ubiquity, is capable of being used as a growing medium for plant life and is currently the most realistic material choice to significantly extend nature’s reach into the urban milieu. The thesis is multi-disciplinary and combines botany and material science, but architecture is the lens throughwhich the inter-disciplinary work is validated. This architectural lens will influence the trajectory of future system design, e.g., in determining if the system would have the potential of being structural and used for the interiors and exteriors of low, mid, and high-rise buildings. This doctoral thesis would determine the feasibility of concrete living wall systems and if validated provide the foundation for sustainable concrete living wall solutions
Lim, Chim Chai. "Analysis, design, and construction of tilt-up wall panel." Thesis, Virginia Tech, 1987. http://hdl.handle.net/10919/45801.
Повний текст джерелаMaster of Science
Khalil, Ahmed Amir Ghobarah Ahmed. "Rehabilitation of reinforced concrete structural walls using fibre composites /." *McMaster only, 2005.
Знайти повний текст джерелаGarth, John Stuart. "Experimental Investigation of Lateral Cyclic Behavior of Wood-Based Screen-Grid Insulated Concrete Form Walls." PDXScholar, 2014. https://pdxscholar.library.pdx.edu/open_access_etds/1857.
Повний текст джерелаSpathelf, Christian Alexander. "Assessment of the behaviour factor for the seismic design of reinforced concrete structural walls according to SANS 10160 : part 4." Thesis, Link to the online version, 2008. http://hdl.handle.net/10019/2039.
Повний текст джерелаMcLeod, Christina Helen. "Investigation into cracking in reinforced concrete water-retaining structures." Thesis, Stellenbosch : Stellenbosch University, 2013. http://hdl.handle.net/10019.1/80207.
Повний текст джерелаDurability and impermeability in a water-retaining structure are of prime importance if the structure is to fulfill its function over its design life. In addition, serviceability cracking tends to govern the design of water retaining structures. This research concentrates on load-induced cracking specifically that due to pure bending and to direct tension in South African reinforced concrete water retaining structures (WRS). As a South African design code for WRS does not exist at present, South African designers tend to use the British codes in the design of reinforced concrete water-retaining structures. However, with the release of the Eurocodes, the British codes have been withdrawn, creating the need for a South African code of practice for water-retaining structures. In updating the South African structural design codes, there is a move towards adopting the Eurocodes so that the South African design codes are compatible with their Eurocode counterparts. The Eurocode crack model to EN1992 (2004) was examined and compared to the corresponding British standard, BS8007 (1989). A reliability study was undertaken as the performance of the EN1992 crack model applied to South African conditions is not known. The issues of the influence of the crack width limit and model uncertainty were identified as being of importance in the reliability crack model.
Le, Roux Rudolf Cornelis. "Assessment of seismic drift of structural walls designed according to SANS 10160 - Part 4." Thesis, Stellenbosch : University of Stellenbosch, 2010. http://hdl.handle.net/10019.1/5282.
Повний текст джерелаENGLISH ABSTRACT: Reinforced concrete structures, designed according to proper capacity design guidelines, can deform inelastically without loss of strength. Therefore, such structures need not be designed for full elastic seismic demand, but could be designed for a reduced demand. In codified design procedures this reduced demand is obtained by dividing the full elastic seismic demand by a code-defined behaviour factor. There is however not any consensus in the international community regarding the appropriate value to be assigned to the behaviour factor. This is evident in the wide range of behaviour factor values specified by international design codes. The purpose of this study is to assess the seismic drift of reinforced concrete structural walls in order to evaluate the current value of the behaviour factor prescribed by SANS 10160-4 (2009). This is done by comparing displacement demand to displacement capacity for a series of structural walls. Displacement demand is calculated according to equivalency principles (equal displacement principle and equal energy principle) and verified by means of a series of inelastic time history analyses (ITHA). In the application of the equivalency rules the fundamental periods of the structural walls were based on cracked sectional stiffness from moment-curvature analyses. Displacement capacity is defined by seismic design codes in terms of inter storey drift limits, with the purpose of preventing non-structural damage in building structures. In this study both the displacement demand and displacement capacity were converted to ductility to enable comparison. The first step in seismic force-based design is the estimation of the fundamental period of the structure. The influence of this first crucial step is investigated in this study by considering two period estimation methods. Firstly, the fundamental period may be calculated from an equation provided by the design code which depends on the height of the building. This equation is known to overestimate acceleration demand, and underestimate displacement demand. The second period estimation method involves an iterative procedure where the stiffness of the structure is based on the cracked sectional stiffness obtained from moment-curvature analysis. This method provides a more realistic estimate of the fundamental period of structures, but due to its iterative nature it is not often applied in design practice. It was found that, regardless of the design method, the current behaviour factor value prescribed in SANS 10160-4 (2010) is adequate to ensure that inter storey drift of structural walls would not exceed code-defined drift limits. Negligible difference between the equivalency principles and ITHA was observed.
AFRIKAANSE OPSOMMING: Gewapende beton strukture wat ontwerp is volgens goeie kapasiteitsontwerp-riglyne kan plasties vervorm sonder verlies aan sterkte. Gevolglik hoef hierdie strukture nie vir die volle elastiese seismiese aanvraag ontwerp te word nie, maar kan vir 'n verminderde aanvraag ontwerp word. In gekodifiseerde ontwerpriglyne word so 'n verminderde aanvraag verkry deur die volle elastiese aanvraag te deel deur 'n kode-gedefinieerde gedragsfaktor. Wat egter duidelik blyk uit die wye reeks van gedragsfaktor waardes in internasionale ontwerp kodes, is dat daar geen konsensus bestaan in die internasionale gemeenskap met betrekking tot die geskikte waarde van die gedragsfaktor nie. Die doel van hierdie studie is om seismiese verplasing van gewapende beton skuifmure te evalueer ten einde die waarde van die gedragsfaktor wat tans deur SANS 10160-4 (2009) voorgeskryf word te assesseer. Dit word gedoen deur verplasingsaanvraag te vergelyk met verplasingskapasiteit. In hierdie studie word verplasingsaanvraag bereken deur middel van gelykheidsbeginsels (gelyke verplasingsbeginsel en gelyke energiebeginsel) en bevestig deur middel van nie-elastiese tydsgeskiedenis analises (NTGA). Die effek van versagting as gevolg van nie-elastiese gedrag word in aanmerking geneem in die toepassing van die gelykheidsbeginsels. Verplasingskapasiteit word deur seismiese ontwerpkodes gedefinieer deur perke te stel op die relatiewe laterale beweging tussen verdiepings, met die doel om nie-strukturele skade te verhoed. Om verplasingsaanvraag en -kapasiteit te vergelyk in hierdie studie, word beide omgeskakel na verplasingsduktiliteit. Die eerste stap in kraggebaseerde seismiese ontwerp is om die fundamentele periode te beraam. Die invloed van hierdie eerste kritiese stap word in hierdie studie aangespreek deur twee periodeberamingsmetodes te ondersoek. Eerstens kan die fundamentele periode bereken word deur 'n vergelyking wat 'n funksie is van die hoogte van die gebou. Dit is egter algemeen bekend dat hierdie vergelyking versnellingsaanvraag oorskat en verplasingsaanvraag onderskat. Die tweede metode behels 'n iteratiewe prosedure waar die styfheid van die struktuur gebaseer word op die gekraakte snit eienskappe, verkry vanaf 'n moment-krommingsanalise. 'n Beter beraming van die fundamentele periode word verkry deur hierdie metode, maar as gevolg van die iteratiewe aard van die metode word dit selde toegepas in ontwerppraktyk. Die resultate van hierdie studie toon dat die huidige waarde van die gedragfaktor soos voorgeskryf in SANS 10160-4 (2010) geskik is om te verseker dat die relatiewe laterale beweging tussen verdiepings binne kode-gedefinieerde perke sal bly. Onbeduidende verskil is waargeneem tussen die resultate van gelykheidsbeginsels en NTGA.
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.
Повний текст джерелаENGLISH 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.
Yuksel, Bahadir S. "Experimental Investigation Of The Seismic Behavior Of Panel Buildings." Phd thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/2/1070309/index.pdf.
Повний текст джерелаzce provinces in Turkey with magnitudes (Mw) 7.4 and 7.1, respectively. These catastrophes caused substantial structural damage, casualties and loss of lives. In the aftermath of these destructive earthquakes, neither demolished nor damaged shear-wall dominant buildings constructed by tunnel form techniques were reported. In spite of their high resistance to earthquake excitations, current seismic code provisions including the Uniform Building Code and the Turkish Seismic Code present limited information for their design criteria. This study presents experimental investigation of the panel unit having H-geometry. To investigate the seismic behavior of panel buildings, two prototype test specimens which have H wall design were tested at the Structural Mechanics Laboratory at METU. The experimental work involves the testing of two four-story, 1/5-scale reinforced concrete panel form building test specimens under lateral reversed loading, simulating the seismic forces and free vibration tests. Free vibration tests before and after cracking were done to assess the differences between the dynamic properties of uncracked and cracked test specimens. A moment-curvature program named Waller2002 for shear walls is developed to include the effects of steel strain hardening, confinement of concrete and tension strength of concrete. The moment-curvature relationships of panel form test specimens showed that walls with very low longitudinal steel ratios exhibit a brittle flexural failure with very little energy absorption. Shear walls of panel form test specimens have a reinforcement ratio of 0.0015 in the longitudinal and vertical directions. Under gradually increasing reversed lateral loading, the test specimens reached ultimate strength, as soon as the concrete cracked, followed by yielding and then rupturing of the longitudinal steel. The displacement ductility of the panel form test specimens was found to be very low. Thus, the occurrence of rupture of the longitudinal steel, as also observed in analytical studies, has been experimentally verified. Strength, stiffness, energy dissipation and story drifts of the test specimens were examined by evaluating the test results.
Pilakoutas, Kypros. "Earthquake resistant design of reinforced concrete walls." Thesis, Imperial College London, 1990. http://hdl.handle.net/10044/1/7215.
Повний текст джерелаJabbour, Samer. "Comparative design of reinforced concrete shear walls." Thesis, University of Ottawa (Canada), 2000. http://hdl.handle.net/10393/10755.
Повний текст джерелаCheung, Kwong-chung. "Reinforced earth wall design & construction in northern access road for Cyberport Development /." View the Table of Contents & Abstract, 2005. http://sunzi.lib.hku.hk/hkuto/record/B3676288X.
Повний текст джерелаBostanci, Sevket Can. "Low carbon sustainable concrete design and construction." Thesis, Kingston University, 2015. http://eprints.kingston.ac.uk/34545/.
Повний текст джерелаFitzmaurice, Silas James. "Blast retrofit design of CMU walls using polymer sheets." Diss., Columbia, Mo. : University of Missouri-Columbia, 2006. http://hdl.handle.net/10355/4569.
Повний текст джерелаThe entire dissertation/thesis text is included in the research.pdf file; the official abstract appears in the short.pdf file (which also appears in the research.pdf); a non-technical general description, or public abstract, appears in the public.pdf file. Title from title screen of research.pdf file (viewed on April 17, 2009) Includes bibliographical references.
DEASON, JEREMY THOMAS. "SEISMIC DESIGN OF CONNECTIONS BETWEEN STEEL OUTRIGGER BEAMS AND REINFORCED CONCRETE WALLS." University of Cincinnati / OhioLINK, 2002. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1021661255.
Повний текст джерелаAmjadi, Cindy, and Justyna Melek. "The impact of stage casting on shrinkage restraint in concrete walls." Thesis, KTH, Byggteknik och design, 2020. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-279467.
Повний текст джерелаDet mest använda materialet i anläggnings- och industribranschen är betong. Betong är ett material som har använts länge och kommer fortsätta att användas. Därför är det främst viktigt att ha kunskap om materialets egenskaper och hur det påverkas av olika förhållanden. Ett stort problem med betong är sprickbildning när dess krympning förhindras. När en betongvägg gjuts mot ett underlag förekommer krymptvång. Sprickorna som uppstår på grund av detta kan orsaka läckage och armeringskorrosion som minskar betongens livslängd och är dessutom estetiskt fula. Ett sätt att minska tvånget är att dela in gjutningen i etapper. I detta arbete undersöks om en genomtänkt gjutetappsindelning är en metod som teoretiskt och praktiskt kan påverka krymptvånget och därmed sprickbildningen i betongväggar. Denna rapport betraktar dragspänningarna i en 15 meter lång betongvägg med hållfasthetsklassen C30/37. Väggen utsätts för två olika relativa luftfuktighetsförhållanden, inomhusmiljö samt utomhusmiljö vilket ger ett värde på 50% och 80%. Analyserna omfattar fyra olika gjutningsmetoder för väggen; gjutning utan etappindelning samt gjutning utförd enligt tre genomtänkta etappindelningar. Tiden som betraktas mellan gjutetappsindelningarna begränsas till normal produktionstid, 30 dagar, och en förlängd produktionstid, 60 dagar. Först utförs handberäkningar enligt Eurokod 2 på betongens krympning och krypning för att sedan sätta in resultaten i finita element programmet FEM-Design från Strusoft. Resultaten i rapporten redovisar de maximala dragspänningarna som uppstår i en 15 meter lång vägg utan etappindelning och då gjutning genomförs av genomtänkt etappindelning. Även en variation av friktionsjordens djup analyseras för en utav etappindelningarna. Slutsatsen av resultaten är att gjutetappindelning är en lösning till reduktion av tvång och därmed minskad spänning i betongväggar, då de maximala dragspänningarna reducerades med som högst ca 80%. Effektiviteten av gjutetappindelning är möjlig inom en normal utförandetid.
Ho, Ching-ming Johnny, and 何正銘. "Inelastic design of reinforced concrete beams and limited ductilehigh-strength concrete columns." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2003. http://hub.hku.hk/bib/B27500305.
Повний текст джерелаLeung, Chun-yu Cliff, and 梁鎮宇. "Performance of in-situ concrete stitches in precast concrete segmentalbridges." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2012. http://hub.hku.hk/bib/B49617758.
Повний текст джерелаpublished_or_final_version
Civil Engineering
Doctoral
Doctor of Philosophy
Cheung, Kwong-chung, and 張光中. "Reinforced earth wall design & construction in northern access road for Cyberport Development." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2005. http://hub.hku.hk/bib/B45014279.
Повний текст джерелаToranzo-Dianderas, Luis Alberto. "The use of rocking walls in confined masonry structures : a performance-based approach." Thesis, University of Canterbury. Department of Civil and Natural Resources Engineering, 2002. http://hdl.handle.net/10092/2099.
Повний текст джерелаChai, Hsi-Wen. "Design and testing of self-compacting concrete." Thesis, University College London (University of London), 1998. http://discovery.ucl.ac.uk/1317644/.
Повний текст джерелаMohamed, Nayera Ahmed Abdel-Raheem. "Strength and drift capacity of GFRP-reinforced concrete shear walls." Thèse, Université de Sherbrooke, 2013. http://hdl.handle.net/11143/6136.
Повний текст джерелаFoundoukos, Nickolaos. "Behaviour and design of steel-concrete-steel sandwich construction." Thesis, Imperial College London, 2005. http://hdl.handle.net/10044/1/8819.
Повний текст джерелаLefas, Ioannis. "Behaviour of reinforced concrete structural walls and its implication for ultimate limit state design." Thesis, Boston Spa, U.K. : British Library Document Supply Centre, 1988. http://ethos.bl.uk/OrderDetails.do?did=1&uin=uk.bl.ethos.283581.
Повний текст джерелаAl-Rubaye, Salam Adil. "Experimental and Simplified Analytical Investigation of Full Scale Sandwich Panel Walls." DigitalCommons@USU, 2017. https://digitalcommons.usu.edu/etd/6825.
Повний текст джерелаKazaz, Ilker. "Dynamic Characteristics And Performance Assessment Of Reinforced Concrete Structural Walls." Phd thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/3/12611712/index.pdf.
Повний текст джерелаFall, Niklas, and Viktor Hammar. "Design of Perimeter Walls in Tubed Mega Frame Structures." Thesis, KTH, Betongbyggnad, 2014. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-147242.
Повний текст джерелаTubed Mega Frame (TMF) är ett nytt koncept för att bygga höghus som bygger påidén om att flytta det bärande systemet till omkretsen av byggnaden med hjälp avett antal stora ihåliga pelare, megatuber, anslutna med omslutande tvärväggar påvissa våningsplan. Konceptet är under utveckling av Tyréns AB och har ännu integenomförts i verkligheten. Detta examensarbete är en del i den pågående processenoch målet är att belysa frågor och problem som finns med det nya konceptet närdet gäller de omslutande tvärväggarna. De omslutande tvärväggarna är en vital del av Tubed Mega Frame eftersom debidrar till huvudsakliga sidostabiliteten i byggnaden genom att sammankopplamegatuberna och överföra horisontalkrafter mellan dem. Det är därför av stor viktatt väggarna är konstruerade och tillverkade för att stå emot alla de belastningarsom de skulle kunna vara utsatta för. I detta examensarbete har en tvärvägg i en prototypbyggnad för Tubed MegaFrame analyserats, dimensionerats och testats med syftet att bidra till en bättreförståelse för hur tvärväggarna fungerar och bör utformas. Till att börja med har en global analys utförts för att erhålla de krafter som verkarpå den mest kritiska tvärväggen. Spänningarna i väggen analyserades sedan för attskapa en lämplig fackverksmodell som sedan användes för att bestämmaarmeringsutformning för den specificerade tvärväggen. Väggen dimensioneradesför en maximal tvärkraft på 14,5 MN och ett motsvarande moment på 87 MNmgenom att använda fackverksmetoden enligt amerikanska standarder, ACI 318-11. Det sista steget var att kontrollera konstruktionen med hjälp av det ickelinjära FE-analysprogrammet ATENA. En modell av den armerade väggen analyserades medtvå olika lastfall. I det första lastfallet genom att i en riktning deformera väggen tillbrott. I det andra lastfallet beaktades tidigare uppsprickning genom att först belastaväggen med en deformation motsvarande dess brukslast och sedan belasta väggen imotsatt riktning tills brott uppstod. Bärförmågan var 46,8 MN och 19,1 MN förrespektive lastfall, beräknat med medelvärden för materialegenskaper. För att erhålla en dimensionerande bärförmåga för väggen ur den ickelinjäraanalysen bestämdes en global säkerhetsfaktor med hjälp av ECOV-metoden.Dimensionerande bärförmåga var 39,9 MN och 13,5 MN för respektive lastfall.
Navarro, Cota Juan Pedro Martin 1963. "DESIGN AND BEHAVIOR OF COMPOSITE SPACE TRUSSES." Thesis, The University of Arizona, 1987. http://hdl.handle.net/10150/276505.
Повний текст джерелаJoy, Westin T. "Concrete capacity design of the Cazaly hanger." Laramie, Wyo. : University of Wyoming, 2008. http://proquest.umi.com/pqdweb?did=1799711381&sid=1&Fmt=2&clientId=18949&RQT=309&VName=PQD.
Повний текст джерелаAguero, Patrick I. R. "Concrete tilt-up in residential construction: innovative energy efficient design." Thesis, Aguero, Patrick I.R. (1995) Concrete tilt-up in residential construction: innovative energy efficient design. Masters by Research thesis, Murdoch University, 1995. https://researchrepository.murdoch.edu.au/id/eprint/38169/.
Повний текст джерелаWest, Jeffrey Steven. "Durability design of post-tensioned bridge substructures /." Digital version accessible at:, 1999. http://wwwlib.umi.com/cr/utexas/main.
Повний текст джерелаVogt, Carsten. "Ultrafine particles in concrete : Influence of ultrafine particles on concrete properties and application to concrete mix design." Doctoral thesis, KTH, Betongbyggnad, 2010. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-12161.
Повний текст джерелаBetaque, Andrew D. "Evaluation of software for analysis and design of reinforced concrete structures." Thesis, This resource online, 1992. http://scholar.lib.vt.edu/theses/available/etd-09192009-040235/.
Повний текст джерелаCamann, Kevin Robert. "Design and Performance of Load Bearing Shear Walls Made from Composite Rice Straw Blocks." DigitalCommons@CalPoly, 2009. https://digitalcommons.calpoly.edu/theses/218.
Повний текст джерела黃崑 and Kun Huang. "Design and detailing of diagonally reinforced interior beam-column joints for moderate seismicity regions." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2003. http://hub.hku.hk/bib/B31244233.
Повний текст джерелаMalyszko, 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.
Повний текст джерелаBuchberg, Brandon S. "Investigation of mix design and properties of high-strength/high-performance lightweight concrete." Thesis, Georgia Institute of Technology, 2002. http://hdl.handle.net/1853/23394.
Повний текст джерелаTovi, Shivan. "Deflection of concrete slabs : current performance & design deflection limits." Thesis, University of West London, 2017. https://repository.uwl.ac.uk/id/eprint/3836/.
Повний текст джерелаWong, Anthony K. M. "Theoretical investigation of Australian designed reinforced concrete frames subjected to earthquake loading /." Title page, contents and abstract only, 1999. http://web4.library.adelaide.edu.au/theses/09ENS/09ensw872.pdf.
Повний текст джерелаMostert, Louwrens Hubert. "Design and construction preferences for connections in the precast concrete industry of South Africa." Thesis, Stellenbosch : Stellenbosch University, 2014. http://hdl.handle.net/10019.1/96036.
Повний текст джерелаENGLISH ABSTRACT: Precast concrete has been used for decades in the construction industry, locally as well as internationally. Rapid urban development and the need for shorter construction periods for building and infrastructure projects have however encouraged more use of precast concrete construction. The improved speed of construction, high quality and less labour requirements that precast offers makes it an effective type of construction method for modern development. The utilization of various precast concrete systems has been frequently used in the international construction industry, making it a very popular construction method. It was however found that one of the major drawbacks or concerns with the use of precast concrete is the connections between the precast elements. In-situ construction does not have this problem, because it is designed to a monolithic structure or building. It was identified that if the connections in precast buildings or structures are designed or constructed in an insufficient way, it can lead to severe structural problems and even failure. This highlights the importance the design and construction of precast concrete connections have on the overall stability, strength and robustness of the structure. Precast concrete buildings are not merely separate precast elements, connected together to eventually form the same principals of in-situ construction. Precast concrete and connection design is considered to be a specialist field and requires the sufficient expertise and knowledge to understand the structural system and all its different aspects. The precast connection’s function is not merely to transfer loads, but also to develop continuity and ensure monolithic behaviour of the entire precast concrete structure (Englekirk 2003). The most important or desirable structural functions of precast connections are; (i) direct transfer of loads (load paths and flow or forces), (ii) develop structural continuity and integrity, (iii) distribution of concentrated loads, (iv) allow for movements and unintended restraints and lastly to (v) ensure efficient rigidity and robustness for the connection. It can be seen that there is many factors that contribute to the overall design and construction phases of precast concrete connections. The aim of this study is to identify and investigate aspects that influence the design and construction of precast concrete connections. This study will mainly focus on precast concrete and precast connection preferences of participants in the South African construction industry. During this study, industry participants (contractors and consultants) were asked to identify certain aspects and concerns associated with precast concrete and precast connection construction. These answers were used to develop guidelines and preferences that can be used by industry participants to improvise and effectively manage the precast construction, mainly focussing on the connections between the precast elements.
AFRIKAANSE OPSOMMING: Voorafvervaardigde beton word al vir dekades gebruik in die konstruksiebedryf, plaaslik sowel as internasionaal. Vinnige stedelike ontwikkeling en die behoefte vir korter konstruksie tydperke vir die struktuur en infrastruktuur projekte het egter die gebruik en implementasie van voorafvervaardigde beton konstruksie laat toeneem. Die verbeterde spoed van die konstruksie proses, 'n hoë gehalte produk en minder arbeid vereistes wat voorafvervaardiging bied maak dit dus 'n effektiewe tipe konstruksie metode vir moderne ontwikkelings. Die benutting van verskeie voorafvervaardigde beton sisteme en elemente word reeds herhaaldelik gebruik in die internasionale konstruksiebedryf, wat dit vervolglik ʼn baie populêre en effektiewe sisteem maak. Dit is egter bevind dat een van die groot struikelblokke of probleme met die gebruik van voorafvervaardigde beton is die verbindings tussen die voorafvervaardigde elemente. In-situ beton konstruksie het dus nie hierdie probleem nie, want dit word ontwerp om 'n monolitiese beton struktuur of gebou te vorm. Dit was immers geïdentifiseer dat as die verbindings in ʼn voorafvervaardigde gebou of struktuur, ontwerp word deur ʼn ontoereikende manier, dit kan lei tot ernstige strukturele probleme en selfs strukturele faling. Dit beklemtoon dus die belangrikheid wat die ontwerp en konstruksie proses van voorafvervaardigde beton verbindings het op die algehele stabiliteit, sterkte en robuustheid van die struktuur. Voorafvervaardigde beton geboue en strukture kan nie slegs beskou word as aparte voorafvervaardigde elemente wat met mekaar verbind word om eventueel dieselfde beginsels van insitu konstruksie te vorm nie. Voorafvervaardigde beton en verbinding ontwerp word beskou as 'n spesialis veld en vereis dat die ontwerper die nodige kundigheid en kennis van die strukturele stelsel en al sy verskillende aspekte verstaan. Voorafvervaardigde beton verbindings se funksie is nie net om toegepaste kragte oor te dra nie, maar ook om strukturele kontinuïteit te ontwikkel en te verseker dat monolitiese gedrag gehandhaaf word vir die hele voorafvervaardigde beton struktuur (Englekirk 2003). Die mees belangrike strukturele funksies van voorafvervaardigde beton verbindings sluit die volgende in; (i) verseker direkte oordrag van toegepaste kragte (vloei van kragte), (ii) ontwikkeling van strukturele kontinuïteit en integriteit, (iii) die verspreiding van puntbelastings, (iv) moet voorsiening maak vir die bewegings in die voorafvervaardigde element en konneksie self en laastens (v) verskaf doeltreffende rigiditeit en robuustheid vir die konneksie sone. Dus kan daar afgelei word dat daar baie faktore is wat bydra tot die algehele ontwerp en konstruksie fases van voorafvervaardigde beton verbindings. Die doel van hierdie studie is om aspekte te identifiseer en te ondersoek wat die ontwerp en konstruksie van aspekte beton verbindings wel beïnvloed. Die studie sal hoofsaaklik fokus op voorafvervaardigde beton en verbindings voorkeure van persone in die Suid-Afrikaanse konstruksiebedryf. Tydens die studie was persone in die industrie (kontrakteurs en konsultante) ook gevra om sekere aspekte en kwellings wat verband hou met voorafvervaardigde beton asook die verbindings te identifiseer. Die antwoorde wat verkry was uit die industrie deelnemers kan toepaslik gebruik om word riglyne en voorkeure op te stel wat vervolglik gebruik en toegepas kan word in die konstruksie bedryf van Suid Afrika. Die riglyne kan effektief gebruik word om voorafvervaardigde beton asook die verbindings te verbeter en persone in die konstruksie bedryf in te lig oor voorkeure en toepassings van hierdie metode.
Gao, Bo. "FRP strengthened RC beams : taper design and theoretical analysis /." View abstract or full-text, 2005. http://library.ust.hk/cgi/db/thesis.pl?MECH%202005%20GAO.
Повний текст джерелаKim, Haena. "Design and field construction of Hawkeye Bridge using ultra high performance concrete for accelerated bridge construction." Thesis, University of Iowa, 2016. https://ir.uiowa.edu/etd/3117.
Повний текст джерелаGoede, William Gunter. "Pervious concrete investigation into structural performance and evaluation of the applicability of existing thickness design methods /." Pullman, Wash. : Washington State University, 2009. http://www.dissertations.wsu.edu/Thesis/Fall2009/w_goede_112409.pdf.
Повний текст джерелаTitle from PDF title page (viewed on Jan. 22, 2010). "Department of Civil and Environmental Engineering." Includes bibliographical references (p. 98-102).
Zou, Xiaokang. "Optimal seismic performance-based design of reinforced concrete buildings /." View Abstract or Full-Text, 2002. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202002%20ZOU.
Повний текст джерелаDvořák, Vít. "Bytový dům na ul. Vinohrady." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265648.
Повний текст джерелаGuney, Murat Efe. "A Numerical Procedure For The Nonlinear Analysis Of Reinforced Concrete Frames With Infill Walls." Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606318/index.pdf.
Повний текст джерелаReperant, Jefferey John Robert. "Studies of turbulent liquid sheets for protecting IFE reactor chamber first walls." Thesis, Georgia Institute of Technology, 2002. http://hdl.handle.net/1853/18921.
Повний текст джерелаChen, Mantai, and 陈满泰. "Combined effects of strain gradient and concrete strength on flexural strength and ductility design of RC beams and columns." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2014. http://hdl.handle.net/10722/206429.
Повний текст джерелаpublished_or_final_version
Civil Engineering
Master
Master of Philosophy
Ho, Ching-ming Johnny, and 何正銘. "Design and detailing of high strength reinforced concrete columns in Hong Kong." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2000. http://hub.hku.hk/bib/B31224398.
Повний текст джерелаTakács, Peter F. "Deformations in Concrete Cantilever Bridges : Observations and Theoretical Modelling." Doctoral thesis, Norwegian University of Science and Technology, Faculty of Engineering Science and Technology, 2002. http://urn.kb.se/resolve?urn=urn:nbn:no:ntnu:diva-112.
Повний текст джерелаThe thesis deals with the deformation problem of segmental, cast-in-place concrete cantilever bridges. This type of bridge has shown some propensity to develop larger deflections than those were predicted in the design calculation. Excessive deflections may lead to deterioration of aesthetics, serviceability problems and eventually early reconstruction of the bridge. Also in the construction stages the deflections have to be properly compensated to achieve the smooth camber in the completed bridge deck.
Deformation prediction in concrete cantilever bridges is not as reliable as it would be necessary due to several factors. The high degree of uncertainty in creep and shrinkage prediction in concrete constitutes the major difficulty. Other factors are the complex segmental construction procedure and the sensitivity of the deformations to variations in the construction schedule, the uncertainty in estimating the frictional loss of prestress and relaxation in the prestressing tendons and uncertainty in estimating model parameters such as temperature and relative humidity.
The doctoral study was initiated with the objective to improve deformation prediction in segmentally cast concrete cantilever bridges and to establish guidelines for deformation analysis based on advanced numerical methods.
A database on observed deformations in three modern long span concrete cantilever bridges in Norway has been established. Two of the bridges were partly constructed from lightweight aggregate concrete. The deformations have been monitored since the construction stages up to the present time. The measurements cover the construction stages and the service life of 14, 8 and 3 years, respectively for the three bridges. The measured deformations are deflections in the superstructure and in one of the bridges, also strain measurements in the piers and the superstructure.
A sophisticated numerical model was created for deformation analysis. The numerical model realistically simulates the segmental construction procedure and the entire life span of the bridge. The effects of the segmental construction method, temporarily supports and constraints and changes in the structure system during construction are taken into account. The model considers the different concrete age from segment to segment, the sequential application of permanent loads and prestressing and the effect of temporary loads. The prestressing tendons are individually modelled with their true profile taking into account the variation of the effective prestressing force along the length of the tendon and with time.
The finite element model consists of beam elements which are based on an advanced beam element formulation. The beam model was verified against a robust two-and-a-half dimensional shell model concerning its general performance and some specific issues. The comparison confirmed the accuracy of the beam model. Existing experimental data on creep and shrinkage in lightweight aggregate concrete and high strength concrete were evaluated in comparison with theoretical models. The main focus was on the CEB-FIP Model Code 1990 and its subsequent extensions. The findings were considered in the numerical studies.
Deformations of the three bridges were computed. The CEB-FIP Model Code 1990 material model was used for concrete for the most part. The elastic moduli were taken from test results where they were available. The creep coefficient and the shrinkage strain of the lightweight aggregate concrete were assumed equal to those of normal density concrete of the same strength. The agreement between the calculated and the measured deformations were satisfactory in view of the large uncertainty involved in theoretical prediction. While moderate differences were observed in most cases, no clear overall tendency toward underor overestimation was found. In subsequent numerical studies, the sensitivity of the deformations to variations in various model parameters was investigated. The B3 model was compared to the CEB-FIP Model Code 1990 in the analysis of one of the bridges, where the latter model showed somewhat better agreement with the measurements.
The last part of the work concerned a robust probabilistic analysis which was based on a Monte Carlo simulation. The objective of the probabilistic analysis was to estimate the statistical properties of the deformation responses. With the distribution function of a given deformation response being known, the confidence limit for the deformation can be determined. It is recommended to design the bridge for the long-time deflection which represents a certain confidence limit (e.g. the 95 % confidence limit) of the response rather than its mean. Such way the risk that the bridge will suffer intolerable deflection over its life span can be minimised.