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

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Статті в журналах з теми "Concrete slab Design"

1

Al-Ansari, Mohammed Salem, and Muhammad Shekaib Afzal. "Structural analysis and design of irregular shaped reinforced concrete slabs using a simplified design method." Journal of Structural Engineering & Applied Mechanics 3, no. 4 (December 31, 2020): 276–88. http://dx.doi.org/10.31462/jseam.2020.04276288.

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This paper presents a simplified method to analyze and design the irregular reinforced concrete slabs based on structural safety and economy. The triangular, trapezoidal, and curved slab sections are selected in this study to be analyzed and designed using a simplified design method approach (SDM) as these sections are the most common type of irregular slab sections used in the construction industry. Flexural design formulas for triangular and curved slabs are derived based on the theoretical principles of plate and yield line theories and ACI building code of design constraints. Numerical examples are presented in this study to illustrate the method capability of designing the most commonly used irregular slabs sections. The complete design of four triangular slabs (TS-1 to TS-4) and four curved slabs (CS-1 to CS-4) is provided in this study. Besides, the required equivalent (triangular and rectangular) shaped sections are provided to deal with irregular trapezoidal slab section. The selected irregular slab sections (triangular and curved slab sections) are also analyzed and designed using the computer software (SAFE) and the results obtained are compared with the numerical solutions. The percentage difference of the simplified method with the finite element software (SAFE) ranges from 4% to 12%. The results obtained for all the selected irregular shaped slab sections indicates that the SDM is a good and quick approach to design irregular (triangular and curved) slab sections.
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Kigoye, Eriya, and Michael Kyakula. "Load Deflection Relationship of a Solid Slab under the Action of Construction Loads." Advances in Civil Engineering 2022 (March 9, 2022): 1–16. http://dx.doi.org/10.1155/2022/3125920.

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Over the past decades, there has been a tremendous improvement in the concrete placement technology in Uganda. The methods have moved from being manual to the use of concrete pumps. A concrete pump is capable of pumping high volumes of concrete per minute. This implies that for small volume slabs before the setting of concrete, the whole weight of the fresh concrete of the upper slab, formwork, and props is transferred to the lower supporting slab. During construction, slabs are stacked with materials like bricks, blocks, sand, and aggregates. Construction loads such as block loads and loads due to props, formwork, and freshly cast solid concrete slabs on the lower floor are usually greater than the imposed loads and are not catered for in design. A baseline survey carried out on 118 randomly selected sites in Kampala revealed that in 87% of the cases, supports are removed from a lower reinforced concrete slab, and then props are put on its top to support a yet to be cast slab on an upper floor. It also revealed that 80.6% of the slabs had construction loads such as bricks, blocks, sand, timber, and aggregates. Deflections were measured using dial gauges for construction loads owing to freshly cast slab and concrete blocks in a physical model of a multistory structure with dimensions of 4 m long, 2 m wide, 2 m high to 2nd level, and 2 m to 3rd level. Loads due to freshly cast concrete were 158% more than unfactored design live loads. The maximum deflection at center of the slab due to a freshly cast slab and blocks loaded instantly was 1.15 mm and 11.815 mm, respectively, compared to the immediate deflection equal to 0.103 mm due to a design-imposed load of 2 KN/m2.
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3

Xu, Xiaoqing, and Yuqing Liu. "Load Capacities of Steel and Concrete Composite Bridge Deck Slab with Haunch." Advances in Civil Engineering 2017 (2017): 1–15. http://dx.doi.org/10.1155/2017/3295303.

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An innovative steel and concrete composite bridge deck slab using bent bars and epoxy as shear connectors was proposed. Four slab specimens with different types of concrete were fabricated and tested to study the load capacities of positive and negative moment regions of the slabs. The cracking and ultimate loads of the specimens were recorded and compared with the results calculated through the reinforced concrete theory and with the design load of the bridge deck slab. It was found that reinforced concrete theory can generally be applied for the proposed slab as well. The effectiveness of the shear connector design of the proposed slab was validated. Meanwhile, the unfavourable effect of the haunch on the shear capacities of the positive moment region of steel and concrete composite bridge deck slab was observed.
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Shulyat'ev, Stanislav. "Optimization of foundation solution by full-scale experimental soil-slab interaction." Construction and Architecture 10, no. 3 (September 27, 2022): 1–5. http://dx.doi.org/10.29039/2308-0191-2022-10-3-1-5.

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Article considers the case of optimizing design solution for foundation of a 10-storey residential building on sandy soils. Optimization was achieved through experimental work with 2*2*0,2 m reinforced concrete slabs and 5000 cm2 stamps. During slabs testing slab settlements, in concrete and reinforcement, as well as contact pressure under slab were measured. During stamps testing displacements of the stamp and surrounding soil were measured at 21 points. As a result of the tests deflection slab mode, slab-soil contact stresses, changes in radius of curvature, relative deformation of concrete and reinforcement in upper and lower parts of the slab during loading were obtained. Results of experimental data made it possible to select a foundation model, which was later used for foundation design. Recommendations are given for determining soil deformation characteristics, modeling soil-plate interaction, as well as economic efficiency of foundation design solution.
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Shi, X. M., C. S. Cai, George Voyiadjis, and Zhongjie Zhang. "Design of Ribbed Concrete Approach Slab Based on Interaction with the Embankment." Transportation Research Record: Journal of the Transportation Research Board 1936, no. 1 (January 2005): 181–91. http://dx.doi.org/10.1177/0361198105193600121.

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To alleviate the “bump” problem at bridge ends, a ribbed concrete approach slab (similar to slab-on-beam bridge decks) was proposed in place of the pile–column-supported approach span or flat slab system. The effect of given embankment settlement on the structural performance of a ribbed concrete approach slab with a span length of 60 ft and a width of 40 ft was investigated. The approach slab was modeled as a ribbed slab with a beam spacing of 32, 16, and 12 ft. A three-dimensional finite element analysis was conducted to model the interaction between the approach slab and the embankment soil. Finite element modeling techniques that simulate the separation of the slab and soil provide information on the effect of the embankment settlement on structural performance and beam design. The predicted internal forces provide design engineers with a scientific basis to design the approach slab properly, considering different levels of embankment settlements. Current AASHTO code specifications do not provide guidelines to design approach slabs considering the embankment settlement.
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Konoplianyk, Oleksandr, Nikolay Kotov, and Illia Iliev. "Specific Design Features of Prefabricated Fire-Resistant Floor Slabs Made from Lightweight Concrete." Slovak Journal of Civil Engineering 30, no. 1 (March 1, 2022): 1–7. http://dx.doi.org/10.2478/sjce-2022-0001.

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Abstract Reinforced concrete roof and floor structures have the highest heating temperatures and are exposed to the most difficult conditions during fires that occur in buildings and structures. The standardized fire resistance of hollow-core slabs made of heavy concrete from Portland cement is regulated as REI 45 or REI 60. The aim of the work is to develop a composition of lightweight fire-resistant concrete and architectural engineering for floor slab devices. The composition of lightweight fire-resistant concrete made from expanded clay aggregates and alumina cement was developed as a result of the work. The degree of fire resistance of the lightweight concrete composition with a bulk density of 1475 kg/m3 has been practically determined; i.e., REI 90. The structural solution of the floor slab has been improved; at the same time, we propose to develop a slab with a flat section made of lightweight fire-resistant concrete. Such floor slabs, along with an increase in the fire resistance limit, improve the heat-insulating ability of a floor due to a significant reduction in the coefficient of the thermal conductivity of lightweight concrete.
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Tur, Andrei V. "Large-Size Jointless Concrete Slab-on-Grade with Combined Prestressing." Solid State Phenomena 309 (August 2020): 201–7. http://dx.doi.org/10.4028/www.scientific.net/ssp.309.201.

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In the international and national practice of design, a different type of slab on the various types of grade are becoming increasingly common. For such structural elements, shrinkage and temperature influences in combination with low tensile stress, mainly in early age, leads to the risk of cracking in reinforced concrete structures, and as result, a reduction of its durability. The present article describes some of the possible ways of usage of the post-tensioned flat slabs and the rational design procedures to provide their structural reliability. The theoretical background of the punching resistance checking, in the case when the piles support the foundation post-tensioned slabs, presented. For ground floor slabs, an iterative method is given for determining design compression pre-stresses distribution in slab sections, taking into account the restrained effect created by the friction shear stresses in contact between the slab and the base. Besides, the article presents some practical implementations of the post-tensioned slabs as an artificial base in the presence of weak soils and as a large-size ground floor (slab-on-grade) without any joints.
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RODCHENKO, Oleksandr. "COMPUTER TECHNOLOGIES FOR CONCRETE AIRFIELD PAVEMENT DESIGN." Aviation 21, no. 3 (March 8, 2018): 111–17. http://dx.doi.org/10.3846/16487788.2017.1379439.

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The purpose of the research is to develop formulas, expressions and a computer program for concrete airfield pavement design under the impact of all Airbus 380 main landing gears taking into consideration the design factor of tensile stresses at the top and bottom of a concrete slab. The top-down cracking in concrete slabs has not been directly simulated in structural analysis models used for one- and two-layer concrete airfield pavement design by the Ukrainian Standard. Empirical formulas for the calculation of top tensile stress and the coverages to failure using the criterion of top tensile stress are obtained. Computer program “Aerodrom 380” has been developed for the design of concrete airfield pavement thickness. It provides the required thickness of a concrete slab needed to support an Airbus 380 over a particular subgrade and uses the bottom and top tensile stresses as design factors. “Aerodrom 380” contains a fatigue function for determining the number of coverages to failure permissible for a concrete slab before it has top-bottom and bottom-up cracks. The results obtained with this program are compared to other solutions using the Ukrainian Standard SNiP 2.05.08–85, “LIRA-SAPR”, software and the FAARFIELD computer program. The anticipated life of a concrete airfield pavement calculated using computer program “Aerodrom 380” is about 70% of the FAARFIELD pavement life.
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Unamba, K. U. "Probabilistic Assessment of Sandwiched Concrete Slabs in Deflection." International Journal for Research in Applied Science and Engineering Technology 9, no. 9 (September 30, 2021): 2052–58. http://dx.doi.org/10.22214/ijraset.2021.38248.

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Abstract: This study presents a probabilistic evaluation of concrete sand-witched hollow core slabs in accordance with the design requirements of BS8110 (1985; 1997) and Eurocode 2 (2008). The First Order Reliability Method (FORM) was used in computing the probability of failure. For the deflection failure, the effect of varying the load ratio and the breadth of slab on the reliability analysis were carried out at the following values of concrete strengths ݂ܿu: 25N/mm2 , 30 N/mm2 , 40 N/mm2 , 50 N/mm2 . The results indicate that deflection characteristics of the slab are directly affected by the concrete strength, loadings, breadth of slab selected. Thus, the deflection of the slab increases with increases in loading, hollow core, breadth of slab and decrease in concrete strength. This shows that the safety index of reinforced sandwiched concrete slab in deflection generally decreases as the load ratio and breadth of slab increase for each combination of concrete strength. Keywords: Probabilistic Analysis, Sandwiched Concrete, Reliability Analysis, Stochastic Model, FORM
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10

Kamble, Rushikesh U., Musharaff S. Shaikh, Shagufa M. Sayyed, Ansar A. Sayyad, and Prof Hari D. Aiwale. "Comparative Study of Bubble Deck Slab with Conventional R.C.C Slab." International Journal for Research in Applied Science and Engineering Technology 10, no. 5 (May 31, 2022): 183–87. http://dx.doi.org/10.22214/ijraset.2022.42141.

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Abstract: When designing a reinforced concrete structure a primary design limitation is the span of the slabbetween the columns. Designing large spans between columns often requires very thick slabs thereby increasing the weight of the structure by requiring use of larger amounts of concrete. Heavier structures are less desirable than light weight structures in seismically active regions because a larger dead load for a building increases the magnitude of inertia forces which the structure must resist as larger dead load contributes to higher seismic weight. A new solution to reduce the weight of concrete structures and increase the span of reinforced concrete is “Bubble Deck Technology''. Bubble Deck Slab is a futuristic method which can effectively eliminate all the concrete from the middle of slab by replacing it with high density polyethylene balls. In this technique reinforcement mesh acquires, allocates and attaches the balls at exact position and also stabilizes the lattice. By these techniques the structural weight can be reduced from 25% to 50%. The main aim of our study is to compare bubble slab and conventional slab under cost analysis, stress and deflection. In our project, we designed both the slabs using AutoCAD and tested our design using Ansys software. The advantages are less energy consumption - both in production, transport and carrying out, less emission - exhaust gases from production and transport, especiallyCO2. Keywords: Bubble Deck Technology, HDPE Balls, AutoCad, Ansys, Conventional RCC Slab,Stress and Deflection.
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Більше джерел

Дисертації з теми "Concrete slab Design"

1

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

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

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

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

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

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2

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

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The objective of this study was the development of a procedure in GT STRUDL to design reinforced concrete flat plate systems based on the results of finite element analysis. The current state-of-practice of reinforced concrete flat plate design was reviewed, including the ACI direct design and equivalent frame techniques, the yield line method, and the strip design method. The principles of these methods along with a critical evaluation of their applicability and limitations were presented as motivation for a finite element based design procedure. Additionally, the current state-of-the-art of flat plate design based on finite element results was presented, along with various flat plate modeling techniques. Design methodologies studied included the Wood and Armer approach, based on element stress resultants, and the resultant force approach, based on element forces. A flat plate design procedure based on the element force approach was embodied in the DESIGN SLAB command, which was implemented in GT STRUDL. The DESIGN SLAB command provides the user the ability to design a slab section by specifying a cut definition and several optional design parameters. The procedure determines all nodes and elements along the cut, computes the resultant moment design envelope acting on the cross-section, and designs the slab for flexure in accordance with provisions of ACI 318-02. Design examples presented include single-panel flat plate systems with various support conditions as well as multi-panel systems with regular and irregular column spacing. These examples allowed for critical comparison with results from experimental studies and currently applied design methods in order to determine the applicability of the implemented procedure. The DESIGN SLAB command was shown to produce design moments in agreement with experimental data as well as conventional design techniques for regular configurations. The examples additionally showed that when cuts were not oriented orthogonally to the directions of principle bending, resulting designs based on element forces could significantly under-reinforce the cross-section due to significant torsional effects.
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3

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

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4

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

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5

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

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This dissertation examines the response and design of reinforced concrete core-slab-frame structures subjected to monotonically increasing earthquake and gravity loads throughout the entire load range until failure, presenting findings from three separate studies by Manatakos and Mirza (1995) continuing the M. Eng. thesis research by Manatakos (1989). A typical building is selected consisting of a central core substructure composed of elevator, staircase and infilled slab cores, with coupling and lintel beams, and surrounding slabs joining to a frame substructure composed of slab-band girders, slabs and columns.
Stage 1 concentrates on the elastic response and Stage 3 examines the nonlinear response of the core-slab-frame structure considering the effects of cracking and crushing of concrete, strain-hardening of the reinforcement, and tension-stiffening. Analyses involve three-dimensional elastic and nonlinear finite element modeling techniques of the structure to investigate the contribution and influence of the various structural components. The structural response is examined for the deformations, the concentrated reinforcement strains and concrete stresses in the cores, the force and stress distributions in the structural members, and the failure mode.
Stage 2 focuses on the design and detailing of the core-slab-frame structure following seismic provisions of building code requirements for reinforced concrete structures where applicable as given in the CSA Standard CAN3-A23.3-MS4 (1984), the ACI Standard ACI 318M-83 (1983) and the New Zealand Standard NZS3101 (1982). Assumptions made in the conventional design procedures and any shortcomings encountered are examined. Suitable design procedures and reinforcement details are suggested where no provisions exist in the codes.
Findings demonstrate complex three-dimensional interaction among the cores, beams, slabs and frames in resisting the lateral and gravity loads, and show considerable strength, ductility and energy absorption capability of the structure. Critical areas for design include the joints and junctions near the vicinity of core wall-slab-beams ends and corners. Plastic hinging extends over the lower 2.5% to 33% height of the structure with the majority of inelastic action and damage concentrated in the bottom 10% to 15% height, predicting an ultimate load of 3.4 to 5.9 times the design earthquake load with top drifts of the structure between 750 mm to 1375 mm.
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6

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

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7

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

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Beam-column joints are addressed in the context of current design procedures and performance criteria for reinforced concrete ductile frames subjected to large earthquake motions. Attention is drawn to the significant differences between the pertinent requirements of concrete design codes of New Zealand and the United States for such joints. The difference between codes stimulated researchers and structural engineers of the United States, New Zealand, Japan and China to undertake an international collaborative research project. The major investigators of the project selected issues and set guidelines for co-ordinated testing of joint specimens designed according to the codes of the countries. The tests conducted at the University of Canterbury, New Zealand, are reported. Three full-scale beam-column-slab joint assemblies were designed according to existing code requirements of NZS 3101:1982, representing an interior joint of a one-way frame, an interior joint of a two-way frame, and an exterior joint of a two-way frame. Quasistatic cyclic loading simulating severe earthquake actions was applied. The overall performance of each test assembly was found to be satisfactory in terms of stiffness, strength and ductility. The joint and column remained essentially undamaged while plastic hinges formed in the beams. The weak beam-strong column behaviour sought in the design, desirable in tall ductile frames designed for earthquake resistance, was therefore achieved. Using the laws of statics and test observations, the action and flow of forces from the slabs, beams and column to the joint cores are explored. The effects of bond performance and the seismic shear resistance of the joints, based on some postulated mechanisms, are examined. Implications of the test results on code specifications are discussed and design recomendations are made.
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8

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

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9

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

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Master of Science
Department of Architectural Engineering
Kimberly Waggle Kramer
Reinforced concrete slabs are one of the most common components in modern building construction. Reinforced concrete slabs with plastic voids slabs are a new and innovative type of structural, concrete slab system developed to allow for lighter self-weight of the structure while maintaining similar load carrying capacity of a solid slab. Plastic voided slabs are capable of reducing the amount of concrete necessary to construct a building by 30 percent or more. This reduction can be beneficial in terms of financial savings as well as building performance. This report examines a two-way, reinforced concrete slab with plastic voids construction in comparison to traditional flat plate reinforced concrete slab construction. The design process for plastic voided slabs is directly compared with traditional two-way flat plate reinforced concrete slabs through a design comparison of typical bays of 20’ by 20’ (6m by 6m), 25’ by 25’ (7.6m by 7.6m), 30’ by 30’ (9m by 9m) and 35’ by 35’ (10.7m by 10.7m). The traditional slab design process follows the ACI 318-11 Building Code Requirements for Structural Concrete chapter 13 Direct Design Method, while the plastic voided slab design process is modified from the BubbleDeck Design Guide for compliance with BCA using AS3600 and EC2. Sizes of traditional slab bays are compared to sizes of plastic voided slab bays. Results of the comparison study are presented.
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MONTALVERNE, ALEXANDRE MIRANDA. "DESIGN OF CONCRETE SLAB PANELS USING THE FINITE ELEMENT METHOD AND MATHEMATICAL PROGRAMMING." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1998. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=2059@1.

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

1

Kwieciński, Marek. Collapse load design of slab-beam systems. Chichester, West Sussex, England: Ellis Horwood, 1989.

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2

American Concrete Institute. Committee 352. Recommendations for design of slab-column connections in monolithic reinforced concrete structures. [Detroit]: American Concrete Institute, 1988.

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3

Kramer, George. Slab, beam & girder bridges in Oregon: Historic context statement. Eugene, Or: Heritage Research Associates, 2004.

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Kramer, George. Slab, beam & girder bridges in Oregon: Historic context statement. Eugene, Or: Heritage Research Associates, 2004.

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5

Gibbs, Robert J. Comparative study of design methods for two-way reinforced concrete slab systems: An engineering report in civil engineering. Springfield, Va: Available from the National Technical Information Service, 1990.

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6

L, Gamble W., ed. Reinforced concrete slabs. 2nd ed. New York: Wiley, 2000.

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7

360, American Concrete Institute Committee. Design of slabs on grade. Detroit: American Concrete Institute, 1992.

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8

Strip method design handbook. London: E & FN Spon, 1996.

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9

Monotti, Mario. Reinforced concrete slabs: Compatibility limit design. Zurich: Verlag der Fachvereine Hochschulverlag AG an der ETH Zurich, 2004.

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ACI Committee 421. Guide to shear reinforcement for slabs. Farmington Hills, Mich: American Concrete Institute, 2008.

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Частини книг з теми "Concrete slab Design"

1

Hulse, R., and W. H. Mosley. "Slab Design." In Reinforced Concrete Design by Computer, 104–26. London: Macmillan Education UK, 1986. http://dx.doi.org/10.1007/978-1-349-18930-4_4.

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2

Das Gupta, N. C., and C. H. Yu. "Optimal Design of Prestressed Concrete Composite Slab by Geometric Programming." In Computer Aided Design in Composite Material Technology III, 475–85. Dordrecht: Springer Netherlands, 1992. http://dx.doi.org/10.1007/978-94-011-2874-2_32.

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3

Xiao, Liang, Qingtian Su, and Fuyu Wang. "Experimental design of SFRC link slab in steel-concrete composite bridge." In Bridge Safety, Maintenance, Management, Life-Cycle, Resilience and Sustainability, 1471–77. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003322641-179.

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4

Vejrum, P., and M. S. Jensen. "Design and construction of a ribbed concrete slab based on isostatic lines." In Structures and Architecture A Viable Urban Perspective?, 1247–54. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003023555-149.

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5

Van Hung, Pham, Tran The Truyen, Tran Anh Dung, Doan Bao Quoc, Le Hai Ha, and Nguyen Hong Phong. "Design Proposal and Behavior Simulation of Prestressed Concrete Slab Track at Highway-Railway Grade Crossings." In Lecture Notes in Civil Engineering, 93–98. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-15-0802-8_11.

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6

Morris, Gareth, Mark Browne, Kirsti Murahidy, and Mike Jacka. "Christchurch Town Hall Complex: Post-Earthquake Ground Improvement, Structural Repair, and Seismic Retrofit." In Case Studies on Conservation and Seismic Strengthening/Retrofitting of Existing Structures, 145–72. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/cs002.145.

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<p>The Christchurch Town Hall (CTH) complex contains six reinforced concrete buildings constructed circa 1970 in Christchurch, New Zealand (NZ). The complex is used for performing arts and entertainment, with an Auditorium that is internationally recognized for its acoustics. It is listed as a Grade-1 heritage building due to its cultural and historical significance. Unfortunately, the CTH foundation system was not originally designed to accommodate liquefaction-induced differential settlement and lateral spreading effects, as highlighted by the 2010–2011 Canterbury earthquake sequence. Although the most extreme ground motions exceeded the NZS 1170.5 code-defined 1/2500 year earthquake loads, the CTH structures performed remarkably well for a design that pre-dated modern seismic codes. Most of the observed structural damage was a result of the differential ground deformations, rather than in response to inertial forces. The post-earthquake observations and signs of distress are presented herein. The primary focus of this paper is to describe two major features of the seismic retrofit project (initiated in 2013) which were required to upgrade the CTH complex to meet 100% of current NZS 1170.5 seismic loadings. Firstly, the upgrade required extensive ground improvement and a new reinforce concrete mat slab to mitigate the impacts future ground deformations. Soil stabilization was provided by a cellular arrangement of jet-grout columns, a relatively new technique to NZ at the time. The new mat slab (typically 600-900 mm) was constructed over the stabilized soils. Secondly, upgrading the superstructure had many constraints that were overcome via a performance-based design approach, using non-linear time-history analysis. Recognizing the heritage significance, the superstructure “resurrection” as a modern building was hidden within the original skin minimized disruption of heritage fabric. Retrofit solutions were targeted, which also minimized the overall works. The 2015–2019 construction phase is briefly discussed within, including jet-grout procedures and sequencing considerations.</p>
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Mosley, W. H., J. H. Bungey, and R. Hulse. "Design of reinforced concrete slabs." In Reinforced Concrete Design, 178–219. London: Macmillan Education UK, 1999. http://dx.doi.org/10.1007/978-1-349-14911-7_8.

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Mosley, W. H., and J. H. Bungey. "Design of Reinforced Concrete Slabs." In Reinforced Concrete Design, 192–238. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-20929-3_8.

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Mosley, W. H., and J. H. Bungey. "Design of Reinforced Concrete Slabs." In Reinforced Concrete Design, 192–238. London: Macmillan Education UK, 1987. http://dx.doi.org/10.1007/978-1-349-18825-3_8.

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10

Mosley, W. H., and J. H. Bungey. "Design of Reinforced Concrete Slabs." In Reinforced Concrete Design, 192–238. London: Macmillan Education UK, 1990. http://dx.doi.org/10.1007/978-1-349-13058-0_8.

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Тези доповідей конференцій з теми "Concrete slab Design"

1

Sakai, Hideaki. "Design method for renewal from reinforced concrete slab to precast prestressed concrete slab." In Fifth International Conference on Sustainable Construction Materials and Technologies. Coventry University and The University of Wisconsin Milwaukee Centre for By-products Utilization, 2019. http://dx.doi.org/10.18552/2019/idscmt5013.

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2

Torrico, Christian, and Orlando Torrico. "Determining the influence of concrete drying shrinkage in the International Roughness Index of newly constructed rigid pavements in Bolivian Altiplano." In 12th International Conference on Concrete Pavements. International Society for Concrete Pavements, 2021. http://dx.doi.org/10.33593/40nfcisr.

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In the last decade, the design and the construction of concrete pavements in Bolivia focused on prevention of fatigue damage of concrete by the design and construction of locally named "semi-short slabs" concrete pavements, a solution with slab size between traditional JPCP and short slab concrete pavements. Although the structural performance of these new pavements is adequate so far, it was observed that the length of the slab, which commonly is between 2.4 to 3.0 m, affects functional performance. Because of the slabs are affected by differential drying shrinkage, they develop permanent curling with wavelengths that have more influence on IRI with respect to other lengths due to the sensitivity of the Quarter-Car model. This article describes the studies conducted to determine the slab curling influence on IRI of concrete pavements built with semi-short slabs in the last years in the Bolivian Altiplano. Longitudinal profile data was collected by means of a laser profilometer in highway sections located in western Bolivia, in regions with high altitudes and arid climate. Based on profile information, mechanistic analyses were done in order to estimate the theoretical deflections along the slabs that correspond to the observed curling. Deflections calculated were then used to estimate a Pseudo Strain Gradient that represent the effects of curling along the evaluated sections. IRI related to slabs curling was calculated and compared to IRI calculated from artificially generated profiles for various slab lengths. Results indicate that slab curling of these pavements has an important influence on IRI of evaluated sections. Recommendations for specifications of new construction projects are presented.
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Zhang, Yating, Jeffery Roesler, and Zhiyi Huang. "Design Sensitivity of Cross-tensioned BFRP Concrete Pavement." In 12th International Conference on Concrete Pavements. International Society for Concrete Pavements, 2021. http://dx.doi.org/10.33593/ty73q8c7.

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Basalt fiber-reinforced polymer (BFRP), a lightweight and corrosion resistant reinforcement, has potential to be an alternative for steel in cross-tensioned concrete pavements. In this study, the structural response and design input sensitivity of cross-tensioned BFRP concrete pavement was assessed with 3-D finite element analysis. The results show that the oblique BFRP tendons with a pre-stressing level at 65% of its ultimate strength produced significant slab compressive stresses in both transverse and longitudinal directions, which leads to higher flexural capacity and longer performance life. The slab analysis determined preliminary pre-stressing in the longitudinal and transverse direction requires BFRP diameters approximately 14 to 18 mm at a spacing between 500 to 1000 mm and 25 deg to 40 deg skew angle for slab thickness of 16 to 20 cm. The exact BFRP design parameters (diameter, spacing and skew angle) and slab thickness depends on the specific site traffic loading and environmental conditions. The coefficient of friction and slab length have a significant impact on the tensile stresses in the concrete during the initial pre-stressing but has limited impact on slab stresses due to traffic loading. Other factors that have limited effects are elastic modulus of the concrete, base and soil.
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Meng, Weina, and Kamal Henri Khayat. "Flexural Performance of Ultra-High Performance Concrete Ballastless Track Slabs." In 2016 Joint Rail Conference. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/jrc2016-5814.

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Ballastless track slab offers excellent stability and durability and has been well accepted in high-speed railways worldwide. Rails are typically laid on precast concrete slabs that are subjected to dynamic load transferred from the rails. Cracks can be induced by shrinkage and mechanical loading in concrete, which accelerates the degradation and affects the performance of the track slab. As tens of thousands of miles of ballastless track are constructed, effective and efficient maintenance for the concrete slabs has become an issue. In this paper, ultra-high performance concrete (UHPC) is proposed to fabricate ballastless track slab. UHPC is a superior fiber-reinforced, cementitioius mortar, which has greatly-improved mechanical strengths and durability. A recently-developed UHPC is evaluated in terms of the flowability, durability, shrinkage, and mechanical properties. A functionally-graded slab design is proposed with the consideration of initial material cost. The slab is cast with two layers: a layer of conventional concrete at the bottom, and a layer of UHPC on the top. A three-dimensional finite element model is developed for ballastless track slab whose flexural performance is investigated and compared with that of slab made with conventional concrete. Concrete damage plasticity model is incorporated to consider the post-cracking behavior. The results indicate that the proposed UHPC is promising for fabricating ballastless track slab with superior performance.
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Meibodi, Mania Aghaei, Andrei Jipa, Rena Giesecke, Demetris Shammas, Mathias Bernhard, Matthias Leschok, Konrad Graser, and Benjamin Dillenburger. "Smart Slab. Computational design and digital fabrication of a lightweight concrete slab." In ACADIA 2018: Re/Calibration: On Imprecision and Infidelity. ACADIA, 2018. http://dx.doi.org/10.52842/conf.acadia.2018.434.

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6

Veljkovic, Milan. "Behaviour and Design of Shallow Composite Slab." In Composite Construction in Steel and Concrete IV Conference 2000. Reston, VA: American Society of Civil Engineers, 2002. http://dx.doi.org/10.1061/40616(281)27.

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Parvini, Mehdi. "Application of Internal Curing in Slab Replacement using Rapid Strength Concrete." In 12th International Conference on Concrete Pavements. International Society for Concrete Pavements, 2021. http://dx.doi.org/10.33593/v04v57ig.

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The California Department of Transportation (Caltrans) uses rapid strength concrete (also known as high early strength concrete) to repair or rehabilitate concrete pavements. Failed concrete slabs are removed and replaced with rapid strength concrete (RSC) that is often volumetrically proportioned in the field. Both Type III Portland cement concrete and specialty cements are used to prepare RSC. The performance of slab replacement strategy using RSC has been questionable based on past experience. A study was conducted to evaluate and compare the performance of RSC made with the two different cement types. Due to relatively short performance data and variability of the influencing performance factors, no definite conclusions were derived from this study. One consideration in potential short service life of slabs constructed with RSC is the limitation of proper concrete curing. Internal Curing (IC) with lightweight aggregate is employed to compensate for the lack of external/surface curing of the concrete. A pilot slab replacement project on route 680 in Bay Area was identified and slabs were placed side by side with and without lightweight aggregate to monitor and compare the performance of the RSC using internal curing (RSC-IC). The steps that are taken to initiate, design and construct this pilot project is discussed in this paper. Caltrans plans to monitor, test and report the expected improvement in the performance of internal Cured rapid strength concrete in the future.
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"Design of Flat Plate Voided Concrete Slab Systems." In "SP-321: Recent Developments in Two-Way Slabs: Design, Analysis, Construction, and Evaluation". American Concrete Institute, 2017. http://dx.doi.org/10.14359/51701202.

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"Shear Capacity of Slabs and Slab Strips Loaded Close to the Support." In "SP-287: Recent Development in Reinforced Concrete Slab Analysis, Design, and Serviceability". American Concrete Institute, 2012. http://dx.doi.org/10.14359/51683859.

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Zhi, Zhang, Liling Cao, Anurag Bura, Chanjuan Zhou, Lisa Davey, and Seyebabak Momenzadeh. "Evaluation of Prestressed Reinforced Concrete Slab Punching Shear Using Finite Element Method." In IABSE Symposium, Prague 2022: Challenges for Existing and Oncoming Structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/prague.2022.1404.

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<p>Punching shear is critical for two-way reinforced concrete flat slab. The unbalanced moment at the column-slab joint is transferred via slab moment and shear forces. ACI 318 provides an equation to evaluate the punching shear under the design load, without considering the effect from differential foundation settlement, which may govern he slab design. This paper studies a prestressed reinforced concrete slab under differential settlements using the finite element modeling (FEM) methodology. The methodology to extract data for punching shear check for the FEM is described and correlated with the corresponding code provisions. The study indicates that FE analysis results should be carefully reviewed and processed in order to perform accurate punching shear evaluation. Conclusions are made based on the case study to help engineers understand the punching shear behavior in prestressed and non-prestressed reinforced concrete slabs.</p>
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Звіти організацій з теми "Concrete slab Design"

1

J. Bisset. DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS. Office of Scientific and Technical Information (OSTI), February 2005. http://dx.doi.org/10.2172/841255.

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Lippert, David, Marshall Thompson, and Charles Wienrank. Performance of Interstate Rubblization in Illinois. Illinois Center for Transportation, July 2021. http://dx.doi.org/10.36501/0197-9191/21-005.

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In Illinois, hot-mix asphalt overlaid concrete pavements typically exhibit reflective cracking of joints and cracks from the pavement below, resulting in shortened life and maintenance issues. Over the years, various patching, fabric, and crack and seat techniques were attempted with few positive results. This led to more aggressive techniques to eliminate the slab action of the concrete pavement where the pavement would be broken or rubblized into pieces typically less than 12 inches. Since the first rubblizing project in 1990, policy, procedures, and specifications have evolved to the point that rubblization is the mainstream option in dealing with problematic concrete pavements. This report summarizes the performance of several interstate rubblizing projects in Illinois by analyzing available data in Illinois Department of Transportation’s pavement management system. Condition rating survey data allowed the serviceability of these projects to be evaluated by surface mix types and asphalt performance grades. Traffic in the form of 18,000 lb equivalent single axle loads was determined for the projects to evaluate fatigue and rutting as well as compare section performance to the design procedure. The research team reviewed plans, design procedures, and specifications to determine best practices and identify where improvements might be made. Data showed that the use of stone matrix asphalt surface mixtures and mixes using PGXX-28 asphalt binders provides improved performance. Overall, rubblizing has shown good to excellent performance. To provide additional life with improved performance, recommendations include adopting softer asphalt grades, increasing the use of stone matrix asphalt, and improving procedures for protecting culverts.
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Lomboy, Gilson, Douglas Cleary, Seth Wagner, Yusef Mehta, Danielle Kennedy, Benjamin Watts, Peter Bly, and Jared Oren. Long-term performance of sustainable pavements using ternary blended concrete with recycled aggregates. Engineer Research and Development Center (U.S.), May 2021. http://dx.doi.org/10.21079/11681/40780.

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Dwindling supplies of natural concrete aggregates, the cost of landfilling construction waste, and interest in sustainable design have increased the demand for recycled concrete aggregates (RCA) in new portland cement concrete mixtures. RCA repurposes waste material to provide useful ingredients for new construction applications. However, RCA can reduce the performance of the concrete. This study investigated the effectiveness of ternary blended binders, mixtures containing portland cement and two different supplementary cementitious materials, at mitigating performance losses of concrete mixtures with RCA materials. Concrete mixtures with different ternary binder combinations were batched with four recycled concrete aggregate materials. For the materials used, the study found that a blend of portland cement, Class C fly ash, and blast furnace slag produced the highest strength of ternary binder. At 50% replacement of virgin aggregates and ternary blended binder, some specimens showed comparable mechanical performance to a control mix of only portland cement as a binder and no RCA substitution. This study demonstrates that even at 50% RCA replacement, using the appropriate ternary binder can create a concrete mixture that performs similarly to a plain portland cement concrete without RCA, with the added benefit of being environmentally beneficial.
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Gungor, Osman, Imad Al-Qadi, and Navneet Garg. Pavement Data Analytics for Collected Sensor Data. Illinois Center for Transportation, October 2021. http://dx.doi.org/10.36501/0197-9191/21-034.

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The Federal Aviation Administration instrumented four concrete slabs of a taxiway at the John F. Kennedy International Airport to collect pavement responses under aircraft and environmental loading. The study started with developing preprocessing scripts to organize, structure, and clean the collected data. As a result of the preprocessing step, the data became easier and more intuitive for pavement engineers and researchers to transform and process. After the data were cleaned and organized, they were used to develop two prediction models. The first prediction model employs a Bayesian calibration framework to estimate the unknown material parameters of the concrete pavement. Additionally, the posterior distributions resulting from the calibration process served as a sensitivity analysis by reporting the significance of each parameter for temperature distribution. The second prediction model utilized a machine-learning (ML) algorithm to predict pavement responses under aircraft and environmental loadings. The results demonstrated that ML can predict the responses with high accuracy at a low computational cost. This project highlighted the potential of using ML for future pavement design guidelines as more instrumentation data from future projects are collected to incorporate various material properties and pavement structures.
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ENERGY DISSIPATION OF STEEL-CONCRETE COMPOSITE BEAMS SUBJECTED TO VERTICAL CYCLIC LOADING. The Hong Kong Institute of Steel Construction, September 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.3.

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The finite element (FE) software ABAQUS was used to establish a 3D FE model and perform a pseudo-static analysis of steel–concrete composite beams. With the validated model, the influences of several key parameters, including shear connection degree, force ratio, and transverse reinforcement ratio, on seismic behavior were investigated and discussed. In addition, the working performance of studs was analyzed. The FE analysis results show that the steel girder is the main energy dissipation component of the composite beam, and the energy dissipation of the steel girder is more than 80% of the total energy. The next is longitudinal reinforcement, followed by a concrete slab, the minimum proportion is the studs. Results show that the energy dissipation ratio of studs is less than 1% under the condition of the parameters. However, an increase in shear connection is beneficial to improve the energy dissipation of steel girders and rebars. Shear connection, force ratio, and steel girder width–thickness ratio are the major factors that influence bearing capacity and seismic behavior. Transverse reinforcement, section form, and stud diameter are the secondary factors. Finally, a seismic design for composite beams was established.
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REVIEW OF VARIOUS SHEAR CONNECTORS IN COMPOSITE STRUCTURES. The Hong Kong Institute of Steel Construction, December 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.8.

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Shear connectors are devices that provide shear connection at the interface of steel girders and reinforced concrete slabs in composite structures to accomplish composite action in a flexure. The seismic response of composite structures can be controlled using properly designed shear connectors. This state-of-the-art review article presents considerable information about the distinct types of shear connectors employed in composite structures. Various types of shear connectors, their uniqueness and characteristics, testing methods and findings obtained during the last decade are reviewed. The literature, efficacy, and applicability of the different categories of shear connectors, for example, headed studs, perfobond ribs, fibre reinforced polymer perfobonds, channels, pipes, Hilti X-HVB, composite dowels, demountable bolted shear connectors, and shear connectors in composite column are thoroughly studied. The conclusions made provide a response to the flow of the use of shear connectors for their behaviours, strength, and stiffness to achieve composite action.
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BOND-SLIP TESTING AND PERFORMANCE EVALUATION OF SEMI-RIGID FLANGE FOLDED WEB SHEAR KEYS. The Hong Kong Institute of Steel Construction, December 2022. http://dx.doi.org/10.18057/ijasc.2022.18.4.3.

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Анотація:
The shear key is crucial to the overall mechanical performance of the structure. A new type of semi-rigid connector-flange folded web shear key was proposed to determine the effective unity of higher bearing capacity and deformation. A total of five groups of specimens were designed, and the push-out test method was used to evaluate the ultimate bearing capacity, bond-slip process, failure mode, and strain distribution of the new shear key. The results show that before sliding, the embedded effect of the concrete and shear key is significant, and it has a significant sliding stiffness. After sliding, the steel plate in the middle of the opening of the outer folded plate buckles, which shows certain semi-rigid characteristics. Compared with equal-area studs, the bearing capacity of the new shear key is increased by more than 40%, and the deformation capacity exceeds 60 %, indicating good bond-slip performance. The constraint range of the shear key is greatly improved compared with the stud, and a trapezoidal area of constraint centered on the shear key is formed, accounting for more than half of the area of the concrete slab. Based on an experimental study, a practical calculation method of ultimate bearing capacity of the shear key is proposed, which can meet engineering safety requirements. Based on the analysis of bond-slip characteristics of different forms of shear keys, compared with the rigid T-shaped shear key, the slip load and ultimate bearing capacity of the new shear key are found to be increased by 39 % and 74 %, respectively, and the deformation capacity is increased more than 10-fold. Compared with the flexible stud shear connectors, the sliding load is increased by 86 %, the ultimate bearing capacity is increased more two-fold, and the stiffness is increased by nearly five times. The device exhibits good comprehensive performance.
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