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Автор: Grafiati
Опубліковано: 10 грудня 2022
Оновлено: 29 січня 2023

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Статті в журналах з теми "Concrete walls Design and construction"

1

Das, Prabir K., Anthony L. Ricci, Huang Ni, and Paul Harrington. "Use of Soldier Pile–Tremie Concrete Slurry Walls as Permanent Tunnel Walls." Transportation Research Record: Journal of the Transportation Research Board 1541, no. 1 (January 1996): 153–62. http://dx.doi.org/10.1177/0361198196154100120.

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The analysis and design of soldier pile–tremie concrete (SPTC) slurry walls for the Massachusetts Highway Department's (MHD) Central Artery/Tunnel (CA/T) Project in downtown Boston are discussed. Unlike most slurry walls, which are used as temporary support for excavation during construction, these SPTC walls are designed also as the permanent wall system for the tunnels. The CA/T includes more than 6.1 km (20,000 ft) of slurry walls. Most of the walls are designed and are to be constructed as SPTC walls. Steel wide-flange soldier piles are installed at 1.21- to 1.83-m (4- to 6-ft) spacings in a slurry trench, and the tremie concrete is placed to form the concrete wall. The steel wide-flange piles form the primary support system for the wall. In most of the locations, the concrete is designed to act as “lagging” spanning between the structural steel members. The concrete base slab is rigidly connected to the SPTC walls, and the composite roof is pin-connected to the walls to form the tunnel. The following topics are discussed after an introduction to the project: geotechnical conditions, design concept of the SPTC slurry walls, design consideration, underpinning of the existing Central Artery, and low head-room construction.
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2

Massone, Leonardo M., Patricio Bonelli, René Lagos, Carl Lüders, Jack Moehle, and John W. Wallace. "Seismic Design and Construction Practices for RC Structural Wall Buildings." Earthquake Spectra 28, no. 1_suppl1 (June 2012): 245–56. http://dx.doi.org/10.1193/1.4000046.

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Reinforced concrete buildings utilizing structural walls for lateral load resistance are the predominant form of construction in Chile for buildings over four stories. Typical buildings include a large number of walls, with ratios of wall cross-sectional area to floor plan area of roughly 3% in each principal direction. Based on the good performance of RC buildings in the March 1985 earthquake, requirements for closely spaced transverse reinforcement at wall boundaries were excluded when Chile adopted a new concrete code in 1996 based on ACI 318-95. In recent years, use of three-dimensional linear models along with modal response spectrum analysis has become common. Since 1985, nearly 10,000 new buildings have been permitted. Although the newer buildings have similar wall area to floor plan areas as older buildings, newer walls are thinner and buildings are taller, leading to significantly higher wall axial load ratios.
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3

Redmond, Laura, Lawrence Kahn, and Reginald DesRoches. "Design and Construction of Hybrid Concrete-Masonry Structures Informed by Cyclic Tests." Earthquake Spectra 32, no. 4 (November 2016): 2337–55. http://dx.doi.org/10.1193/051615eqs070m.

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Reinforced concrete buildings with masonry infill are vulnerable in earthquakes primarily because the masonry walls often fail due to out-of-plane forces and can trigger soft-story collapses. In order to prevent these failures, many engineers in the Caribbean have partially reinforced the infill walls and connected them to the reinforced concrete frame. This forms a hybrid concrete-masonry structure. Hybrid concrete-masonry structures have the potential to improve the seismic performance of many structures across the globe, as they are an easy adaptation from traditional unreinforced masonry infill. However, there is little codified guidance for this type of structure, and the influence of the masonry infill and dowel connections on the in-plane behavior of the frame is often neglected. This paper summarizes the current design and construction practices for hybrid concrete-masonry structures and assesses their seismic performance via cyclic tests on full scale test specimens. Based on the results of the experiment, a method is proposed to account for the dowel connections and the partially reinforced infill when designing hybrid concrete-masonry structures in earthquake zones.
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4

Frydrych, Mateusz, Grzegorz Kacprzak, and Paweł Nowak. "Modern Methods of Diaphragm Walls Design." Sustainability 13, no. 24 (December 18, 2021): 14004. http://dx.doi.org/10.3390/su132414004.

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This article addresses hazard reduction in deep excavations. The authors present a possible combination of prestressing of concrete structures (from bridge engineering) and prestressed structures of diaphragm walls from geotechnical engineering science. This innovative concept has not yet been shown in scientific articles. The “Sofistik” software (with TENDON module–SYSP/AXES/TOPP/TGEO) and its use is shown, with graphical presentations of the suggested solution. The authors compare the provided solution through usage of Sofistik and Plaxis software. The results show possible strengthening of sustainable construction by limitation of hazards and decreasing costs (via limitation of use of expensive steel reinforcement).
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5

Bellová, Maria. "Fire Walls Made from Concrete and Masonry - Barriers against a Fire Spreading." Key Engineering Materials 691 (May 2016): 408–19. http://dx.doi.org/10.4028/www.scientific.net/kem.691.408.

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Fire exposure of a construction represents an accidental load (temporary with a high intensity) and it´s appearance during service life of the construction is improbable. All structural eurocodes, which deal with the normal temperature (20°C) design of structures made from loadbearing materials (steel, steel and concrete composite, concrete, masonry and timber), include always Part 1-2: Structural fire design. Concrete, similar to the masonry, has (in comparison with other construction materials such as steel and timber), an excellent resistance against fire exposure. This is why both of these materials are used for construction of fire walls, which create barriers against the fire spreading. Fire walls separate two spaces and they are designed for fire resistance and structural stability, including resistance to mechanical impact. In the case of fire and failure of the structure on one side of the fire wall, fire spread beyond the wall is avoided. Properties of concrete and masonry walls, subject to fire exposure, are however negatively influenced. Concrete compressive strength is reduced depending on the aggregate choice. The strength of reinforcing bars is also reduced at elevated temperature, by an amount which strongly depends on the axis distance of the reinforcing bars from an edge of a cross section, too. The behaviour of a masonry wall depends on a masonry unit type and material, type of the mortar, the density of units, type of the wall construction, and applied surface finishes. In the present article we discuss basic principles of the design and assessment of various concrete and masonry fire walls and compare their effect - fire resistance period – depending on their thickness.
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6

Popescul, Angela, and Serghei Popescul. "Volumetric-Adjustable Formwork for the Construction of Reinforced- Concrete Monolithic Buildings." Intllectus, no. 1 (July 2022): 106–12. http://dx.doi.org/10.56329/1810-7087.22.1.11.

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Анотація:
Reinforced-concrete monolithic buildings offer high seismic resistance due to the lack of joints be-tween load-bearing walls and floors. Thus, the construction of residential, public, socio-cultural rein-forced-concrete monolithic buildings was applied for the first time in Chisinau. A three-dimensional formwork was used as technological equipment, designed for simultaneous pouring of concrete into vertical walls and floors, forming an integral construction. The formwork is made in the form of flat panels or large U-shaped and L-shaped sections, joined by a mechanism of approach and extension to the design dimensions of the concrete room. After the concrete hardens, the structure is transferred by a crane for successive concreting of the next floors.
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7

Yepes, Víctor, José V. Martí, and José García. "Black Hole Algorithm for Sustainable Design of Counterfort Retaining Walls." Sustainability 12, no. 7 (April 1, 2020): 2767. http://dx.doi.org/10.3390/su12072767.

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The optimization of the cost and CO 2 emissions in earth-retaining walls is of relevance, since these structures are often used in civil engineering. The optimization of costs is essential for the competitiveness of the construction company, and the optimization of emissions is relevant in the environmental impact of construction. To address the optimization, black hole metaheuristics were used, along with a discretization mechanism based on min–max normalization. The stability of the algorithm was evaluated with respect to the solutions obtained; the steel and concrete values obtained in both optimizations were analyzed. Additionally, the geometric variables of the structure were compared. Finally, the results obtained were compared with another algorithm that solved the problem. The results show that there is a trade-off between the use of steel and concrete. The solutions that minimize CO 2 emissions prefer the use of concrete instead of those that optimize the cost. On the other hand, when comparing the geometric variables, it is seen that most remain similar in both optimizations except for the distance between buttresses. When comparing with another algorithm, the results show a good performance in optimization using the black hole algorithm.
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8

Bilčík, Juraj, Július Šoltész, Lýdia Leppakorpi Matiašková, and Katarína Gajdošová. "Causes of Failures in Circular Concrete Silo Walls, Particularly Under Environmental Influences." Slovak Journal of Civil Engineering 29, no. 4 (December 1, 2021): 1–8. http://dx.doi.org/10.2478/sjce-2021-0021.

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Abstract The paper reports the results of a case study for achieving longer service life and increasing the environmental sustainability of concrete silos. Damage mechanisms in concrete silo walls, and respectively in cylindrical structures (e.g., chimneys, cooling towers, and tanks), are widely diverse. The common causes of failures include those due to poor design considerations, construction deficiencies, non-compliance with operational rules and regulations, lack of maintenance, and insufficient and/or corroded reinforcements, together with the environmental conditions affecting the walls. In addition to the ultimate limit state design, temperature-induced cracking may often be underestimated in the design of reinforced concrete silos, leading to premature deterioration and losses in serviceability. Cracks from environmental or service conditions facilitate the ingress of moisture and corrosive agents. Therefore, there is an increased interest in reducing the appearance of cracks and limiting their width. The aim of this paper is to highlight the synergistic effects in the design, construction, and operation of silo walls, particularly under varying environmental influences. The research undertaken indicates that systematic errors can be identified and corrected.
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9

Yang, Xinlei, and Hailiang Wang. "Seismic Behavior of Rammed Earth Walls with Precast Concrete Tie Columns." Advances in Materials Science and Engineering 2018 (2018): 1–10. http://dx.doi.org/10.1155/2018/9739853.

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Анотація:
Rammed earth (RE) constructions are widespread in underdeveloped rural areas in developing countries. However, these RE constructions are often susceptible to earthquake damage due to their poor seismic performance. Precast concrete tie columns and ring beam (tie bars) were proposed to improve the seismic behavior of RE constructions. Four RE walls, including a traditional RE wall and three RE walls with precast concrete tie columns and ring beam (tie bars), were tested under reversed cyclic loading, and the seismic behavior of these tested specimens was evaluated in terms of failure pattern, energy dissipation, displacement ductility, and stiffness degradation. The results showed that a significant increase of the load-bearing and deformation capacity could be achieved with the application of precast concrete tie columns in combination with RE. The load-bearing capacity and deformation capacity of traditional RE wall were increased by an average of 113% and 417%, respectively. These test results could provide reference to the design and construction of the environmental-friendly structures in rural areas.
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10

Wallace, John W., Leonardo M. Massone, Patricio Bonelli, Jeff Dragovich, René Lagos, Carl Lüders, and Jack Moehle. "Damage and Implications for Seismic Design of RC Structural Wall Buildings." Earthquake Spectra 28, no. 1_suppl1 (June 2012): 281–99. http://dx.doi.org/10.1193/1.4000047.

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Анотація:
In 1996, Chile adopted NCh433.Of96, which includes seismic design approaches similar to those used in ASCE 7-10 (2010) and a concrete code based on ACI 318-95 (1995) . Since reinforced concrete buildings are the predominant form of construction in Chile for buildings over four stories, the 27 February 2010 earthquake provides an excellent opportunity to assess the performance of reinforced concrete buildings designed using modern codes similar to those used in the United States. A description of observed damage is provided and correlated with a number of factors, including relatively high levels of wall axial load, the lack of well-detailed wall boundaries, and the common usage of flanged walls. Based on a detailed assessment of these issues, potential updates to U.S. codes and recommendations are suggested related to design and detailing of special reinforced concrete shear walls.
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Більше джерел

Дисертації з теми "Concrete walls Design and construction"

1

Riley, Benjamin. "Concrete living walls." Thesis, Lyon, 2018. http://www.theses.fr/2018LYSE2027/document.

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Анотація:
Bâtir de villes face à la surpopulation tout en prenant en compte les changements climatiques, demandera de faire appel à des solutions concrètes pour répondre aux besoins sanitaires, sécuritaires et biophiliques de leurs habitants. Le but de cette thèse est d'évaluer la possibilité d'avoir un système de mur vivant qui soit durable, écologiquement juste, non limité par la localisation et la typologie du bâtiment et plus abordable que les systèmes actuellement disponibles. L'hypothèse de cette thèse est le béton, en raison de sa durabilité, son coût et son ubiquité, a le potential pour être utilisé comme un moyen de croissance pour la vie végétale et qu'il s'agit actuellement du matériau le plus réaliste pour étendre la portée de la nature dans le milieu urbain.La thèse est pluridisciplinaire et il faudra combiner les connaissances des sciences de la botanique et des matériaux, connaissances qui seront appréhendées au travers d'un prisme architectural. Ce point de vue influencera la trajectoire de la conception future du système, par exemple pour déterminer si le système pourrait être structurel et utilisé pour l'intérieur et l'extérieur des bâtiments bas, moyens et hauts, ou encore quelles ambiance architecturales et urbaines il est susceptible de créer. Cette thèse de doctorat déterminera la faisabilité des systèmes de murs vivants en béton et, si elle est validée, fournira la base pour des solutions durables de murs vivants en béton
Cities 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
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2

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

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The idea of tilt-up construction started in America in the early I900’s. In the beginning, this technique was mainly used on structures such as industrial warehouses and factories. However, recent developments and improvements in tilt-up construction technique and accessories have enabled this building method to be applied to many architecturally appealing offices and residential structures. There are many details the design-build team must consider to ensure the success of a tilt-up project. The floor slab must be designed for panel casting and to withstand the loading of the mobile crane which will be used to lift the panel. The crane capacity affects the panel size and weight. Proper curing and bondbreaker application are very important to reduce bonding and to ensure clear cleavage between concrete surfaces. Changing rigging configuration consumes expensive crane time and must be reduced to minimum possible. The availability of ground-release quick connect/disconnect tilt—up hardware improves workers safety and speeds up the erection process substantially. Although the stress analysis of simple wall panels during erection can be done by hand, panels with more complicated geometry or with openings, are more efficiently analysed with a computer. Many manufacturers have technical services to help in the design of insert layout so that the concrete will not be over stressed when the panel is tilted into position. After the panel is plumbed, it is braced temporarily before the final connection is made. For in-place loading there are now design aids available which ease the design process. When properly designed and built, tilt—up has proved to be a fast, efficient, and economical building construction technique.
Master of Science
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3

Khalil, Ahmed Amir Ghobarah Ahmed. "Rehabilitation of reinforced concrete structural walls using fibre composites /." *McMaster only, 2005.

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4

Garth, 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.

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Анотація:
Insulated concrete forms (ICFs) are green building components that are primarily used for residential wall construction. Unlike most polystyrene based ICF variants, the Faswall ICFs used in these experiments were significantly denser because they were made from recycled wood particles and cement. The current design approach for structures constructed with this type of wall form only allows the designer to consider the contribution of the reinforced concrete cores. Previous research has shown that this approach may be conservative. This project experimentally evaluated the lateral structural response of these types of grid ICF walls under increasing amplitude of in-plane cyclic loading. Two different height-to-length (aspect) ratios (approximately 2:1 and 1:1) were investigated, as was the effect of simultaneous gravity load. Furthermore, the reinforced concrete grid was exposed for each aspect ratio in order to examine the contribution of the ICF blocks to the lateral response. Analyses of hysteretic behaviors and failure modes indicated conservatism in the current design approach for estimating lateral strength and ignoring the beneficial contribution of the ICF blocks to overall performance. The presence of the wall forms increased the lateral shear capacity of the walls by an average of 42% (compared to the walls with forms removed), while also increasing the deformation capacity by an average of 102%. Furthermore, by considering an additional gravity load of 10 kips-per-lineal-foot (klf), the shear resistance of the walls increased by 32% (versus walls only subjected to self-weight), on average, and the deformation capacity of the walls increased by an average of 19%. Comparisons of the experimental results to several design equations led to the recommendation of a design equation that was previously accepted for another type of ICF system.
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5

Spathelf, 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.

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6

McLeod, Christina Helen. "Investigation into cracking in reinforced concrete water-retaining structures." Thesis, Stellenbosch : Stellenbosch University, 2013. http://hdl.handle.net/10019.1/80207.

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Анотація:
Thesis (MScEng)--Stellenbosch University, 2013.
Durability 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.
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7

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.

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Анотація:
Thesis (MScEng (Civil Engineering))--University of Stellenbosch, 2010.
ENGLISH 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.
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8

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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Анотація:
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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Yuksel, Bahadir S. "Experimental Investigation Of The Seismic Behavior Of Panel Buildings." Phd thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/2/1070309/index.pdf.

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Shear-wall dominant multi-story reinforced concrete structures, constructed by using a special tunnel form technique are commonly built in countries facing a substantial seismic risk, such as Chile, Japan, Italy and Turkey. In 1999, two severe urban earthquakes struck Kocaeli and Dü
zce provinces in Turkey with magnitudes (Mw) 7.4 and 7.1, respectively. These catastrophes caused substantial structural damage, casualties and loss of lives. In the aftermath of these destructive earthquakes, neither demolished nor damaged shear-wall dominant buildings constructed by tunnel form techniques were reported. In spite of their high resistance to earthquake excitations, current seismic code provisions including the Uniform Building Code and the Turkish Seismic Code present limited information for their design criteria. This study presents experimental investigation of the panel unit having H-geometry. To investigate the seismic behavior of panel buildings, two prototype test specimens which have H wall design were tested at the Structural Mechanics Laboratory at METU. The experimental work involves the testing of two four-story, 1/5-scale reinforced concrete panel form building test specimens under lateral reversed loading, simulating the seismic forces and free vibration tests. Free vibration tests before and after cracking were done to assess the differences between the dynamic properties of uncracked and cracked test specimens. A moment-curvature program named Waller2002 for shear walls is developed to include the effects of steel strain hardening, confinement of concrete and tension strength of concrete. The moment-curvature relationships of panel form test specimens showed that walls with very low longitudinal steel ratios exhibit a brittle flexural failure with very little energy absorption. Shear walls of panel form test specimens have a reinforcement ratio of 0.0015 in the longitudinal and vertical directions. Under gradually increasing reversed lateral loading, the test specimens reached ultimate strength, as soon as the concrete cracked, followed by yielding and then rupturing of the longitudinal steel. The displacement ductility of the panel form test specimens was found to be very low. Thus, the occurrence of rupture of the longitudinal steel, as also observed in analytical studies, has been experimentally verified. Strength, stiffness, energy dissipation and story drifts of the test specimens were examined by evaluating the test results.
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Pilakoutas, Kypros. "Earthquake resistant design of reinforced concrete walls." Thesis, Imperial College London, 1990. http://hdl.handle.net/10044/1/7215.

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Книги з теми "Concrete walls Design and construction"

1

Roller, John J. Design criteria for insulating concrete form wall systems. [Skokie, Ill.]: Portland Cement Association, 1996.

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2

Masonry walls: Specification and design. Boston: Butterworth-Heinemann, 1996.

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3

Shaw, G. Design of concrete masonry diaphragm walls: Report of a Concrete Society Working Party. London: Concrete Society, 1985.

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4

Ellis, Reed Maxwell. Behavior and design of reinforced concrete ice-resisting walls. Edmonton, Alta., Canada: Dept. of Civil Engineering, University of Alberta, 1988.

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5

Malhotra, Ashok. Brick veneer concrete masonry unit backing. Ottawa: Canada Mortgage and Housing Corporation, 1997.

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6

Slurry walls as structural systems. 2nd ed. New York: McGraw-Hill, 1994.

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7

El-Tawil, Sherif. Recommendations for seismic design of hybrid coupled wall systems. Reston, Va: SEI/America Society of Civil Engineers, 2010.

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8

Farrar, C. R. Damping in low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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9

Farrar, C. R. Damping in low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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10

Farrar, C. R. Damping in low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Частини книг з теми "Concrete walls Design and construction"

1

Soutsos, Marios, and Peter Domone. "Concrete mix design." In Construction Materials, 249–58. Fifth edition. | Boca Raton : CRC Press, [2017]: CRC Press, 2017. http://dx.doi.org/10.1201/9781315164595-25.

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2

Mosley, W. H., J. H. Bungey, and R. Hulse. "Composite construction." In Reinforced Concrete Design, 350–73. London: Macmillan Education UK, 1999. http://dx.doi.org/10.1007/978-1-349-14911-7_13.

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3

Surahyo, Akhtar. "Errors in Design and Detailing." In Concrete Construction, 273–85. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-10510-5_12.

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Mosley, W. H., J. H. Bungey, and R. Hulse. "Water-retaining structures and retaining walls." In Reinforced Concrete Design, 274–304. London: Macmillan Education UK, 1999. http://dx.doi.org/10.1007/978-1-349-14911-7_11.

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Mosley, W. H., and J. H. Bungey. "Water-retaining Structures and Retaining Walls." In Reinforced Concrete Design, 296–328. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-20929-3_11.

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Mosley, W. H., and J. H. Bungey. "Water-retaining Structures and Retaining Walls." In Reinforced Concrete Design, 296–326. London: Macmillan Education UK, 1987. http://dx.doi.org/10.1007/978-1-349-18825-3_11.

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Mosley, W. H., and J. H. Bungey. "Water-retaining Structures and Retaining Walls." In Reinforced Concrete Design, 296–328. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-13058-0_11.

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8

Chalisgaonkar, Rajendra. "Charts for Concrete Breast Walls." In Design of Breast Walls, 161–270. Boca Raton: CRC Press, 2021. http://dx.doi.org/10.1201/9781003162995-6.

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Watts, Andrew. "Masonry cavity walls: Stone and concrete block." In Modern Construction Envelopes, 210–19. Vienna: Springer Vienna, 2011. http://dx.doi.org/10.1007/978-3-7091-0258-9_20.

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Watts, Andrew. "Masonry loadbearing walls: Brick, stone and concrete block." In Modern Construction Envelopes, 190–99. Vienna: Springer Vienna, 2011. http://dx.doi.org/10.1007/978-3-7091-0258-9_18.

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Тези доповідей конференцій з теми "Concrete walls Design and construction"

1

"Repair of High-Strength Concrete Walls Using Low-Pressure Spray-Up Techniques." In "SP-193: Repair, Rehabilitation, and Maintenance of Concrete Structures, and Innovations in Design and Construction - Pro". American Concrete Institute, 2000. http://dx.doi.org/10.14359/5836.

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2

Sabau, Cristian, Cosmin Popescu, Gabriel Sas, Thomas Blanksvärd, and Björn Täljsten. "Monitoring structural behavior of reinforced concrete walls with openings using digital image correlation." In IABSE Congress, Stockholm 2016: Challenges in Design and Construction of an Innovative and Sustainable Built Environment. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2016. http://dx.doi.org/10.2749/stockholm.2016.1808.

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3

Ismail, Mohamed A., and Caitlin T. Mueller. "Low-Carbon Concrete Construction: The Past, Present, and Future of Concrete Design in India." In 2020 ACSA Fall Conference. ACSA Press, 2020. http://dx.doi.org/10.35483/acsa.aia.fallintercarbon.20.23.

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The concrete frame gave freedom to the design of the interior and eliminated the need for external load-bearing walls. Today, due to rapid urbanization and constrained urban space, the concrete frame has become the ubiquitous system of construction in growing cities. As a result, steel-reinforced concrete frames dominate the skylines of Less Economically Developed Countries (LEDCs) like India. Consequently, the mounting use of concrete in India has garnered concern for the ecological impacts of construction. This suggests an opportunity to reduce the carbon emissions associated with concrete construction through efficient concrete construction, building more with less. Importantly, India has a rich history of efficient concrete architecture that utilized material efficiency when material costs constrained the cost of construction. These designers cultivated a spirit of structural expression and a command of physical forces that informed a new architectural idiom for Modern India. Today, the generally risk-averse nature of development has pushed concrete construction towards standardized typologies of monolithic construction and repeated modules for ease of construction. From a structural mechanics point of view, though, these modular systems of prismatic slabs, beams, and columns, are mate- rially inefficient. In response to the demand for materially efficient concrete construction, this paper looks back at the work of novel designers in India and presents a potential application of their ideas to future urban construction in both India and beyond. The scope of this paper is the use of reinforced concrete as a structural material from the early 20th century up until today. Several key structures and designers will be highlighted for their contributions to concrete architecture’s history before concluding with a proposal for the future of concrete design in LEDC cities. Applying an understanding of concrete mechanics and digital structural design, this research explores structural systems suited to the constraints of Indian construction.
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4

"Capacity Evaluation of Repaired Structural Walls Having Special Detailing for Moderate Seismic Zone." In "SP-193: Repair, Rehabilitation, and Maintenance of Concrete Structures, and Innovations in Design and Construction - Pro". American Concrete Institute, 2000. http://dx.doi.org/10.14359/9962.

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5

Low, Hin Foo, Sih Ying Kong, and Daniel Kong. "A Review on Prestressed Transfer Plate Analysis and Design." In IABSE Conference, Kuala Lumpur 2018: Engineering the Developing World. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/kualalumpur.2018.1037.

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<p>Prestressed transfer plate consists of a thick cast in-situ post-tensioned concrete slab supporting multi-storey shear walls at building transition level. Compared to conventional reinforced concrete transfer beams, it offers savings in concrete volume of 10-15%, cuts steel reinforcement content by 35-50% and significantly reduces formwork usage which eventually helps to achieve lower carbon footprint for a more sustainable transfer floor construction. The design of prestressed transfer plates is complicated owing to its two-way bending behaviour and irregular load path from reactions of numerous shear walls. This paper elaborates the analysis of prestressed transfer plates and discusses their interaction effect with shear walls. It also explains the design of interfacing shear for thick plate construction with multi-layer casting in addition to various design considerations including flexural and punching shear design based on relevant codes of practice.</p>
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6

Harries, Kent A., Bahram M. Shahrooz, Paul Brienen, Patrick J. Fortney, and Gian A. Rassati. "Performance-Based Design of Coupled Wall Systems." In Fifth International Conference on Composite Construction in Steel and Concrete. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40826(186)64.

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7

Hronek, John W. "Innovative Design Solutions Speed Construction of Commuter Rail Corridor." In 2010 Joint Rail Conference. ASMEDC, 2010. http://dx.doi.org/10.1115/jrc2010-36157.

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This paper will detail the design challenges and construction of the extension of the New Mexico Rail Runner commuter rail corridor from Bernalillo, NM to Santa Fe, NM. Numerous innovative solutions were implemented in the design and construction of the project to meet the aggressive schedule dictated by the client. The project was awarded to the design-build contractor in August 2007 and the line was opened to traffic in December 2008. This project was an important component of the New Mexico statewide transportation improvement project. Project final design and construction plans for the 18 mile extension were completed in five months. Construction started prior to completion of the final construction documents. The design was planned to provide a steady flow of Approved for Construction (AFC) documents to facilitate construction. Project highlights included eighteen miles of welded rail on concrete ties, six railroad bridges, one highway bridge overpass, two rail passing sidings, six concrete box rail crossings and 18 miles of new 136lb welded rail on concrete ties. The project is designed to meet the operating requirements of Class IV track and an operating speed of 79 mph. The major civil quantities included two million cubic yards of earthwork, 59,000 square feet of MSE retaining walls, 263,000 tons of ballast and subballast, 98,000 track feet of rail, and 50,000 concrete ties. The project team (NMDOT and Design-Build Consortium) collaborated by meeting weekly and reviewing plans and solutions, prior to acceptance for construction. Key to this effort was the use of the 3D design model created for the entire project leading to refining of the project quantities, reducing cost and allowing the NMDOT to remain within the budget established for this project.
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Nematollahi, Behzad, Yen Lei Voo, and Jay Sanjayan. "Design and Construction of Precast Ultra-High Performance Concrete Cantilever Retaining Wall." In First International Interactive Symposium on UHPC. Ames, Iowa, USA: Iowa State University, 2016. http://dx.doi.org/10.21838/uhpc.2016.48.

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9

Abukhodair, Bassam M., Joe Litman, and Jay Bergman. "Concrete Containment Wall vs. Earthen Containment Dikes." In 2008 7th International Pipeline Conference. ASMEDC, 2008. http://dx.doi.org/10.1115/ipc2008-64042.

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The most common form of secondary containment for petroleum tanks is an earthen dike structure. Precast, pre-stressed concrete wall structures, however, can offer effective secondary containment, especially for sites that encroach on existing infrastructure, property limits, or environmentally sensitive areas. A secondary containment system constructed with concrete walls occupies a much smaller footprint than an earthen dike structure. This reduction in footprint can be critical, particularly in today’s expanding market which is placing increasing pressure on available site properties including, in many cases, the need to acquire permits for the development of environmentally sensitive areas. The new Tank #79 and Tank #80 projects at the Enbridge Griffith Terminal utilized an 880 lineal foot precast, pre-stressed concrete containment wall system. The existing site soils were sandy and unsuitable for containment berm construction. Therefore, earthen dike structure construction would have required imported clay material. However, the primary motivation for using the structural wall system at the Griffith Terminal was to reduce wetland impacts on the adjacent protected Hoosier Prairie Wetland. The concrete containment wall system saved approximately one half acre of wetland which significantly reduced wetland mitigation costs and also fulfilled the wetland permitting requirement to reduce (minimize) wetland disturbance. Finding a vendor with past experience in the fabrication of precast, pre-stressed concrete panels suitable for secondary containment was a challenge due to their limited prior use in similar containment wall systems. For the design, detailing and fabrication of this system Enbridge worked closely with precast concrete fabricators to define a typical pre-cast panel which was economical, could be easily installed, was structurally suitable for containment design forces and which would prove durable in a cold-weather environment. Additional considerations included proper sealing of adjacent wall panel joints, selecting and detailing a suitable impermeable liner to bridge the wall to the tank lot clay layer, and design and installation of supporting concrete caissons and steel piles for wall panel vertical and lateral support. The Tank #79 and #80 projects at the Griffith Terminal have benefited from the decision to depart from the traditional earthen berm and construct a structural containment wall system. These benefits included reduced wetland and overall project footprint impacts, accelerated project environmental permitting and an accelerated project construction schedule.
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Pendleton, Ian. "NHNY Via Verde – A New Design Standard For Affordable Housing." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0271.

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<p>NHNY Via Verde is a global model of sustainable housing development. Located in a Bronx brownfield, the 294,000 SF structure contains 222 residential units with 40,000 SF of green roofs and open space. Cascading buildings surrounding a central courtyard consists of a 21 story tower, 16- to 7-story midrise and 5 to 3-story low-rise. Interconnected, accessible green roofs provide continuous access from the courtyard to 12<span>th</span> level roof: the “via verde” or “green way”. Primary structure consists of cast-in-place concrete at the tower and concrete masonry bearing walls with precast concrete plank at mid- and low-rises. These conventional materials are arranged in unconventional ways to maximize efficiency, generating the architectural unit layout from optimal plank spans and eliminating façade bearing walls for prefabricated façades with sunshades and balconies. Secondary structural steel framing supports low rise storefronts, extensive roof PV panel arrays and a rainwater catchment system. Fly ash replacement was maximized in all concrete, and the time effect on strength gain was managed in construction. The large building volume required internal building separations with three independent structures engineered for drift compatibility. Foundation pile capacities vary to optimize efficiency to wide-ranging building heights.</p>
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Звіти організацій з теми "Concrete walls Design and construction"

1

Allen, Michael, and Yahya C. Kurama. "Design of Rectangular Openings in Unbonded Post-Tensioned Precast Concrete Walls". Precast/Prestressed Concrete Institute, 2001. http://dx.doi.org/10.15554/pci.rr.seis-015.

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2

Kurama, Y., R. Sause, S. Pessiki, L. W. Lu, and M. EI-Sheikh. PRESSS Seismic Design and Response Evaluation of Unbonded Post-Tensioned Precast Concrete Walls. Precast/Prestressed Concrete Institute, 1999. http://dx.doi.org/10.15554/pci.rr.seis-017.

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3

Guo, Yan-Lin, Xiao Yang, Peng Zhou, Jing-Shen Zhu, and Meng-Zheng Wang. DESIGN METHOD OF WALL PANEL STABILITY OF CONCRETE-INFILLED DOUBLE STEEL CORRUGATED-PLATE WALLS UNDER AXIAL COMPRESSION. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.124.

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4

Perez, Felipe de Jesus. Lateral Load Behavior and Design of Unbonded Post-tensioned Precast Concrete Walls with Ductile Vertical Joint Connectors. Precast/Prestressed Concrete Institute, 1998. http://dx.doi.org/10.15554/pci.rr.seis-018.

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Agrawal, Shubham, Morgan Broberg, and Amit Varma. Seismic Design Coefficients for SpeedCore or Composit Plate shear Walls - Concrete Filled (C-PSW/CF) Final Project Report. Purdue University, 2020. http://dx.doi.org/10.5703/1288284317125.

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Grasty, R. L., and Y. B. Blanchard. The design, construction, and application of concrete models for calibrating borehole gamma-ray spectrometers. Natural Resources Canada/ESS/Scientific and Technical Publishing Services, 1993. http://dx.doi.org/10.4095/193320.

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7

LaNier, M. W. LWST Phase I Project Conceptual Design Study: Evaluation of Design and Construction Approaches for Economical Hybrid Steel/Concrete Wind Turbine Towers; June 28, 2002 -- July 31, 2004. Office of Scientific and Technical Information (OSTI), January 2005. http://dx.doi.org/10.2172/15011444.

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8

Nema, Arpit, and Jose Restrep. Low Seismic Damage Columns for Accelerated Bridge Construction. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, December 2020. http://dx.doi.org/10.55461/zisp3722.

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This report describes the design, construction, and shaking table response and computation simulation of a Low Seismic-Damage Bridge Bent built using Accelerated Bridge Construction methods. The proposed bent combines precast post-tensioned columns with precast foundation and bent cap to simplify off- and on-site construction burdens and minimize earthquake-induced damage and associated repair costs. Each column consists of reinforced concrete cast inside a cylindrical steel shell, which acts as the formwork, and the confining and shear reinforcement. The column steel shell is engineered to facilitate the formation of a rocking interface for concentrating the deformation demands in the columns, thereby reducing earthquake-induced damage. The precast foundation and bent cap have corrugated-metal-duct lined sockets, where the columns will be placed and grouted on-site to form the column–beam joints. Large inelastic deformation demands in the structure are concentrated at the column–beam interfaces, which are designed to accommodate these demands with minimal structural damage. Longitudinal post-tensioned high-strength steel threaded bars, designed to respond elastically, ensure re-centering behavior. Internal mild steel reinforcing bars, debonded from the concrete at the interfaces, provide energy dissipation and impact mitigation.
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9

Huang, Cihang, Yen-Fang Su, and Na Lu. Self-Healing Cementitious Composites (SHCC) with Ultrahigh Ductility for Pavement and Bridge Construction. Purdue University, 2021. http://dx.doi.org/10.5703/1288284317403.

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Анотація:
Cracks and their formations in concrete structures have been a common and long-lived problem, mainly due to the intrinsic brittleness of the concrete. Concrete structures, such as rigid pavement and bridge decks, are prone to deformations and deteriorations caused by shrinkage, temperature fluctuation, and traffic load, which can affect their service life. Rehabilitation of concrete structures is expensive and challenging—not only from maintenance viewpoints but also because they cannot be used for services during maintenance. It is critical to significantly improve the ductility of concrete to overcome such issues and to enable better infrastructure quality. To this end, the self-healing cementitious composites (SHCC) investigated in this work could be a promising solution to the aforementioned problems. In this project, the team has designed a series of cementitious composites to investigate their mechanical performances and self-healing abilities. Firstly, various types of fibers were investigated for improving ductility of the designed SHCC. To enhance the self-healing of SHCC, we proposed and examined that the combination of the internal curing method with SHCC mixture design can further improve self-healing performance. Three types of internal curing agents were used on the SHCC mixture design, and their self-healing efficiency was evaluated by multiple destructive and non-destructive tests. Results indicated a significant improvement in the self-healing capacity with the incorporation of internal curing agents such as zeolite and lightweight aggregate. To control the fiber distribution and workability of the SHCC, the mix design was further adjusted by controlling rheology using different types of viscosity modifiers. The team also explored the feasibility of the incorporation of colloidal nano-silica into the mix design of SHCC. Results suggest that optimum amounts of nano-silica have positive influence on self-healing efficiency and mechanical properties of the SHCC. Better hydration was also achieved by adding the nano-silica. The bonding strength of the SHCC with conventional concrete was also improved. At last, a standardized mixing procedure for the large scale SHCC was drafted and proposed.
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DeSantis, John, and Jeffery Roesler. Performance Evaluation of Stabilized Support Layers for Concrete Pavements. Illinois Center for Transportation, February 2022. http://dx.doi.org/10.36501/0197-9191/22-003.

Повний текст джерела
Анотація:
A research investigation was conducted on the erosion potential of stabilized subbases under concrete pavements and asphalt layers supporting concrete overlays. Through field surveys and testing in Illinois, this project evaluated if existing concrete pavements with stabilized subbases and concrete overlays were exhibiting potential erosion of the underlying support layer. The field evaluation testing included falling weight deflectometer testing, distress surveys, coring, and ultrasonic tomography scanning. A laboratory performance test was also established using the Hamburg wheel-tracking device to assess the erodibility of the various stabilized subbase layers for new construction and existing asphalt layers available for a concrete overlay. The analyzed field test results were coupled together with the laboratory performance testing to provide recommendations for updating the Illinois Department of Transportation’s “Bureau of Design and Environment Manual” guidance. No changes were recommended for hot-mix asphalt stabilized subbases, but testing using the Hamburg wheel-tracking device should be considered for Portland cement concrete stabilized support layers (e.g., CAM II) under concrete pavements. For testing of asphalt support layers for concrete pavement overlays, the Hamburg wheel-tracking device is recommended with performance criteria similar to flexible pavements for appropriate functional classes.
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