scholarly journals SLIM FLOOR: MÉTODO DE DIMENSIONAMENTO E ESTUDO PARAMÉTRICO

2016 ◽  
Vol 13 (1) ◽  
Author(s):  
Vander Júnior De Mesquita Santos ◽  
Débora Machado de Lima ◽  
Felipe Isamu Harger Sakiyama
Keyword(s):  
Design Methodology ◽  
Concrete Slab ◽  
Steel Beam ◽  
Total Height ◽  
Calculation Results ◽  
Floor System ◽  
Steel Deck ◽  
Current Standards

RESUMO: Slim Floor é um sistema de pisos mistos aço-concreto de pequena elevação no qual a laje de concreto encontra-se embutida na altura da viga de aço, estando apoiada na mesa inferior do perfil. Este trabalho teve como objetivo estudar essa tipologia de estrutura, verificando a sua eficiência frente à conformação mista convencional de lajes e vigas, comumente conhecida como Steel Deck. Este artigo apresenta a metodologia de dimensionamento de um pavimento Slim Floor bem como os resultados de cálculo para uma estrutura Steel Deck, obtidos por meio do software VigaMix. Foram realizadas análises que envolveram parâmetros como o peso da viga, altura do piso, consumo de concreto e deformação. Dessa maneira, o sistema Slim Floor apresentou vantagens quanto aos aspectos construtivos, econômicos, estéticos e, principalmente em relação à altura total do pavimento. A maior contribuição deste estudo foi oferecer uma orientação para o dimensionamento de Slim Floor, visto que os critérios para a concepção deste tipo de estrutura ainda não se encontram totalmente consolidados nas normas atuais. ABSTRACT: Slim floor system is a mixed steel-concrete floors small elevation in which the concrete slab is built on the height of the steel beam, being supported on the lower flange of the profile. This work aimed to study this type of structure, checking their front efficiency to conventional mixed forming slabs and beams, commonly known as Steel Deck. This paper presents the design methodology of a floor Slim Floor as well as the calculation results for Steel Deck structure obtained through VigaMix software. Analyses were performed involving parameters such as the weight of the beam, floor height, concrete consumption and deformation. In this way, Slim Floor system had advantages as the constructive, economic, aesthetic, and especially in relation to the total height of the floor. The major contribution of this study was to provide guidance for the design of Slim Floor, as the criteria for the design of this type of structure has not yet been fully consolidated in the current standards.

Deflections of a composite floor system

1983 ◽  
Vol 10 (2) ◽  
pp. 192-204 ◽  
Author(s):  
C. J. Montgomery ◽  
G. L. Kulak ◽  
G. Shwartsburd
Keyword(s):  
Case History ◽  
Concrete Slab ◽  
Steel Beam ◽  
History Of ◽  
Load Tests ◽  
Floor System ◽  
Creep And Shrinkage ◽  
Composite Floors

A case history of a steel beam – concrete slab composite floor system which had deflection serviceability problems is presented. Load tests carried out to assess the structural adequacy of the floor system are described. Practical methods for predicting elastic, creep, and shrinkage deflections of composite floors are summarized and recommendations for design are made.

scholarly journals Optimum design of a composite floor system considering environmental and economic impacts

2022 ◽  
Vol 15 (3) ◽  
Author(s):  
Paulo Augusto T. Arpini ◽  
Mayane C. Loureiro ◽  
Breno D. Breda ◽  
Adenílcia F. Calenzani ◽  
Élcio C. Alves
Keyword(s):  
Environmental Impact ◽  
Co2 Emissions ◽  
Optimization Problem ◽  
Concrete Slab ◽  
Economic Impacts ◽  
Optimal Solution ◽  
Design Solution ◽  
Existing Building ◽  
Floor System ◽  
Steel Deck

Abstract The composite floor system, composed of steel deck and concrete slab, generates more efficient and economical structures. On the other hand, the design of this type of structure has a high complexity level due to the consideration of several variables. In this respect, the objective of this paper is to present the formulation of the optimization problem for a composite floor system (steel and concrete) considering such environmental as economic impacts. To formulate the optimization problem, the reduction of environmental impact was adopted as an objective function - assuming the CO2 emission and the finance cost as parameters. The restrictions were taken by the limiting states imposed in standard NBR 8800:2008. The computer program was developed via Matlab R2016a and the optimization process was carried out using the Genetic Algorithm toolbox existing in this platform. Two application examples of the formulation at hand are presented: the first from the literature and the second from an existing building - in both situations the influences of different concrete compressive characteristic strengths were analyzed. The results of the optimization problem show a reduction in geometry and, consequently, in its weight. The solution found by the program reduces by up to 17.70% of CO2 emissions and 17.47% of the finance cost. When was applying different concrete compressive strengths, the optimal solution for environmental impact did not get the lowest cost. In general, the steel deck formwork obtained the highest percentage of environmental impact, while the beams and girders, with the same shape configuration, had the highest finance cost. Therefore, it is shown that the optimal design solution to CO2 emissions is not always the better solution for the finance cost.

Experimental Study on Specimens of Steel Secondary Beam Embedded in Reinforced Concrete Girder of Frame Structure

2011 ◽  
Vol 243-249 ◽  
pp. 1072-1084 ◽  
Author(s):  
Qiong Yu ◽  
Zhou Dao Lu ◽  
Jiang Tao Yu ◽  
Xing Zhuang Zhao ◽  
Jin Dai
Keyword(s):  
Reinforced Concrete ◽  
Cantilever Beam ◽  
Concrete Beam ◽  
Concrete Slab ◽  
Frame Structure ◽  
Secondary Beam ◽  
Steel Beam ◽  
Rotational Angle ◽  
Pullout Failure ◽  
Concrete Girder

Test of two specimens (four different joints) of steel secondary beam embedded in reinforced concrete girder in frame structure and one specimen with steel cantilever beam embedded in reinforced concrete girder under static load were conducted. The steel beam up-flange was pulled out because of the concrete cracks caused by the moment, shear and torsion at the upper zone of the concrete beam near the steel beam end. Shear failure of the concrete beam and the top flange pullout failure are the most hazardous failure modes. Lacking restraint of concrete and the reinforcement of steel bar in the concrete slab and catenary action of restraint steel beam, the capacity of steel cantilever beam is much smaller than other beams. Load-slip curve of top flange of steel beam, load-rotation curve of the steel beam end are obtained through experiment. Primary calculation method of joints flexural capacity related to section size of composite steel beam, embedded depth of steel beam, flange width of steel beam embedded end, height of frame girder, is put up with. Analytical results of ABAQUS are shown as follows. Top flange pullout failure of steel beam is caused by the detachment of concrete and steel beam end, and the warp of the concrete slab near the support plays an unfavorable action on the performance of the steel beam. The end rotational angle of the steel beam with anchor bar is smaller than that without. The steel beam with shear connectors develops a smaller rotational angle and a higher load capacity.

Composite floor system with cold‐formed trussed beams and prefabricated concrete slab

2020 ◽  
Vol 13 (1) ◽  
pp. 12-21
Author(s):  
Luiz Alberto Araújo de Seixas Leal ◽  
Eduardo de Miranda Batista
Keyword(s):  
Concrete Slab ◽  
Floor System

Shrinkage tests of two full-scale composite trusses

1992 ◽  
Vol 19 (2) ◽  
pp. 296-309 ◽  
Author(s):  
D. J. Laurie Kennedy ◽  
Anita Brattland
Keyword(s):  
Concrete Beams ◽  
Concrete Slab ◽  
Shrinkage Strain ◽  
Steel Beam ◽  
Restrained Shrinkage ◽  
Test Results ◽  
Linear Strain ◽  
Shrinkage Behaviour ◽  
Composite Section ◽  
Composite Steel

The shrinkage behaviour of two composite trusses with a span of 11.5 m was studied. Shrinkage measurements to determine the effects of slab shrinkage on truss deflections and member strains were recorded over periods of 65 and 85 days. A method is developed to compute shrinkage deflections, based on equilibrium of the shrinkage-induced forces at midspan, which gives excellent agreement with the test results. This method assumes a linear strain distribution through the depth and is based on the free shrinkage strain of the concrete and the average stress–strain characteristics of the concrete in tension under restrained shrinkage conditions as it drys, creeps, and eventually may crack as it is gradually loaded from the green state. The method is extended to composite steel-beam concrete-slab members. It is equivalent to Branson's "composite section method" provided that the correct values for the shrinkage strain and the effective modulus of elasticity of the concrete in tension are used in the latter. Key words: behaviour, composite steel–concrete beams, trusses, shrinkage deflections.

Numerical Analysis of Prestressed Steel Box Beams

2010 ◽  
Vol 163-167 ◽  
pp. 862-865
Author(s):  
Yan Min Jia ◽  
Dong Wei Liang
Keyword(s):  
Numerical Analysis ◽  
Variational Method ◽  
Model Test ◽  
Composite System ◽  
Steel Beam ◽  
Calculation Results ◽  
Box Beams

The prestressed steel beam is regarded as a composite system of beam and cables, and the interaction of the two parts is fully considered. The variational method is used to derive the equations for calculating the tension increment of external cables and deflection of steel beam under applied loadings. A model test of prestressed steel beam is used to verify the calculation results.

Sustainable and Deconstructable Semi-Rigid Flush End Plate Composite Joints

2014 ◽  
Vol 553 ◽  
pp. 557-563 ◽  
Author(s):  
Abdolreza Ataei ◽  
Mark A. Bradford
Keyword(s):  
Concrete Slab ◽  
Load Capacity ◽  
Steel Beam ◽  
Composite Joints ◽  
Fe Modelling ◽  
Shear Connectors ◽  
End Plate ◽  
Composite Systems ◽  
Composite Joint ◽  
Non Linear

Composite construction is a popular and effective method of construction, exploiting the strengths of both reinforced concrete and structural steel in building construction in a complementary fashion. Within paradigms related to minimisation of emissions and maximisation of product recycling, these composite systems are problematic on a number of fronts. Firstly, common and traditional composite systems utilise ordinary Portland cement, which is known to be a very large contributor to atmospheric CO2 emissions. Secondly, for typical construction practices for steel-concrete composite systems, casting of the concrete onto profiled steel decking and conventional reinforcement placing are undertaken on-site, which is time consuming and labour intensive, and which can increase the cost of construction. Thirdly, composite action between the steel beam and the concrete slab is usually achieved by using headed shear studs. The headed shear studs connect these two elements permanently, which leads to much waste at the end of the service life of the building when it is demolished. This paper models a sustainable semi-rigid beam-to-column composite blind bolted connection with deconstructable bolted shear connectors using ABAQUS finite element (FE) software. In this “green” system, precast geopolymer concrete (GPC) slabs are attached compositely to the steel beam via pretensioned bolted shear connectors and the composite beam is connected to GPC-filled square columns using blind bolts. Non-linear material properties and non-linear geometric effects are considered in the simulation of a connection in hogging bending. Based on the FE modelling, using pretensioned bolts as shear connectors with GPC can improve the behaviour of semi-rigid flush end plate composite joints in terms of ductility and load capacity. Moreover, the behaviour of the bolted shear connectors should be considered in composite joint design as being very different to headed stud connectors.

Sign in / Sign up

Export Citation Format

Share Document