Enviromental behavior of steel beams embedded in

concrete under static loads

Ashkan Khoda Bandehlou

* and Reza Shokri Soltanabadi

Doctor Of Philosophy Of Technical Sciences, Faculty Of Engineering, Civil Engineering Department, Urmia

Branch, Islamic Azad University, Urmia, Iran

Ph.D. Student Of Civil Engineering-Structure, Faculty Of Engineering, Civil Engineering Department, Urmia

Branch, Islamic Azad University, Urmia, Iran

ABSTRACT

In this article environmental behavior of steel beams embedded in concrete under static loads was investigated. The

obtained experimental results were compared for precision of the sample con guration of a three-dimensional  nite

element model. In this study, for modeling concrete, Concrete Damaged Plasticity was used. The analytical method used

in this study for explicit nonlinear dynamic analysis Dynamic Explicit is selected. In contrast, in samples with a ratio of

0.5 steel  ange width, usually bending failure were observed.

KEY WORDS: MIXED BEAMS, FLEXURAL BEHAVIOR, STATIC LOADING, FINITE ELEMENT METHOD.

626

Technical

Communication

Biosci. Biotech. Res. Comm. 11(4): 626-633 (2018)

INTRODUCTION

Analytical studies were conducted, including the mem-

bers of the Security, by Spacone and El-Tawilin 2004. In

this study, nonlinear analysis steel-concrete composite

structures were investigated. Another study by Camps

et al., (2017) has analyzed  exural behavior of composite

beams with deformable connection. How the tensions in

the interface of concrete and steel sections and increase

ductility and impact assessed concrete creep and shrink-

age behavior of the composite was investigated. Another

study evaluated the short beam strength composite col-

umns by Mirza and Skranek which was conducted in

1991. Other research studies on prestressed beams have

been combined in this research, which are based on ana-

lytically studied proposals for the design of this type of

beam bending is presented, (Zhao and Li 2017).

The survey in 1989 was conducted by Saadatmanesh

and colleagues. The use of prestressed steel beams for

composite steel - concrete increases the bearing capac-

ity of steel beams to the current stage and also increases

the resistance of the composite section  nal. At the same

ARTICLE INFORMATION:

Corresponding Authors: ashkan72@rambler.ru

Received 12

Sep, 2018

Accepted after revision 19

Nov, 2018

BBRC Print ISSN: 0974-6455

Online ISSN: 2321-4007 CODEN: USA BBRCBA

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Online Contents Available at:

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DOI: 10.21786/bbrc/11.4/13

Bandehlou and Soltanabadi

BIOSCIENCE BIOTECHNOLOGY RESEARCH COMMUNICATIONS ENVIROMENTAL BEHAVIOR OF STEEL BEAMS EMBEDDED IN CONCRETE UNDER STATIC LOADS 627

time prestressing tension  ange reduced the amplitude

cyclic stress and improve fatigue resistance.In another

study conducted in 2005 by Ellbody and Young, shear

bond strength impact and ef ciency in composite beams

has been investigated. Another study under the title of

ultimate strength of continuous composite beams under

combined bending and cutting was done by Liang et al.

Based on numerical results, a new design model based

on vertical shear resistance and interaction Anchor -

cutting the continuous composite beams have been

proposed. The proposed design models were compared

with experimental results and good agreement is shown

(Goldston, et al. 2016 and Ongpenget al.2018).

Zhao and Li in 2008, conducted a numerical study in

conjunction with a new way to create continuity in com-

posite beams. The  ow of steel beam to reduce the local

rigidity and lead to brittle fracture the concrete. In 2005,

Lam and his colleagues evaluated the behavior of shear

connectors for composite beams was conducted stud.

In this study, a model of ef cient numerical simula-

tion using the  nite element method for laying out tests

have been proposed. The model was validated against

experimental results and with common standards such

as BS5950 and the information given in EC4 and AISC

were compared. By a number of researchers based on

laboratory analysis and numerical research has been

done on shear connectors, length, maximum width of

cracks in concrete was found to be reduced. Lam and

colleagues in 2005 studied pull tests on 12 samples of

pre-fabricated hollow concrete slab, the scale is com-

plete. In another work by Lam and El-Lobody (2005)

new work has been developed to FEM modeling com-

putational which has been obtained from experimental

results which have been discussed in terms of accuracy.

Comparison has been made on the conducted data and

the results show good correlation between the  nite ele-

ment model from environmental point of view. In this

study, the  exural behavior of steel beams embedded in

concrete under static loads is investigated for sustain-

able environmental development.

FIGURE 1. Change Chart bearing capacity by changing the size

of the mesh

STATEMENT OF THE PROBLEM

Full of strength, using techniques to enhance the capac-

ity of these members is very important. Capacity is up

against loads of material to be used simultaneously and

ef ciently.

MODELINGALMAN LIMIT FOR CONSTITUENTS

MERCURY COMPOUND

In this article for a sample con guration of a three-

dimensional  nite element model is used. For concrete

modeling of three-dimensional elements (C3D8R) that

an 8-node elements with reduced integration is used.

Similar elements are considered for modeling steel sec-

tions. For longitudinal reinforcement and stirrups of the

beam elements (B31) is used.

CONCRETE IN ABAQUS FINITE ELEMENT

METHOD

In this study, the method used for modeling concrete,

Concrete Damaged Plasticity is the model. This model is

based on the assumption of isotropic damage survey and

design for use in concrete under different environmen-

talloading conditions and the desired effect was accom-

plished. The embedded model is used for reinforcement.

LOAD AND BOUNDARY CONDITIONS

In the modeling study of rigid plates with a width of 10

cm was used as loading pages. Pages load and anchor tie

in place by indicating that they have been  xed. Anchor

plates on the boundary conditions with zero degrees of

freedom U1 and U2 and UR2 and UR3 have taken place.

MESHED MODEL

Analysis of each of these models were calculated. By

comparing the maximum load capacity for different

meshing, percentage differences obtained for meshing

Bandehlou and Soltanabadi

628 ENVIROMENTAL BEHAVIOR OF STEEL BEAMS EMBEDDED IN CONCRETE UNDER STATIC LOADS BIOSCIENCE BIOTECHNOLOGY RESEARCH COMMUNICATIONS

FIGURE 2. Change graph analysis time by changing the size

of the mesh

FIGURE 3. For an example of meshing in  nite

element software

FIGURE 4. Bar chart - midspan displacement for models C1, C2, C3, C4 and

with meshing elements smaller than 5 cm, less than 42/2

percent is obtained. That’s why the next 5 inches as the

maximum size for meshing elements have been selected.

Extrusion method used to create pieces of concrete

and steel beam is therefore for the mesh generator parts

Swept meshing techniques are used. Elements used in

the mesh of hexagonal Hex been selected. Seeded maxi-

mum size of 5 cm is selected and used to control the

curvature maximum deviation factor by default, the

software is intended to 1/0. In Figure 3 meshed model

for one of the samples shown.

ANALYSIS MODEL

Given the magnitude of the displacement and the need

for non-linear analysis, dynamic methods for the analy-

sis of selected models. The analytical method used in this

study for explicit nonlinear dynamic analysis Dynamic

Explicit is selected.

THE IMPACT OF CHANGING THE ENTIRE

WIDTH OF THE BEAM FLANGE WIDTH

STEEL TOOLS

One of the important parameters in uencing the behav-

ior of the composite beams of steel embedded in con-

crete, steel and concrete beam cross section Dimensions.

the probability of failure is compounded in July.

Is. For this purpose,  ve different models, including

models with wing width ratios C1, C2, C3, C4 and C5

Bandehlou and Soltanabadi

BIOSCIENCE BIOTECHNOLOGY RESEARCH COMMUNICATIONS ENVIROMENTAL BEHAVIOR OF STEEL BEAMS EMBEDDED IN CONCRETE UNDER STATIC LOADS 629

FIGURE 5. The graph ultimate bearing capacity for models C1, C2, C3,

C4 and C5

FIGURE 6. Contour stretch injury model C1

FIGURE 7. Contour stretch injury model C2

Bandehlou and Soltanabadi

630 ENVIROMENTAL BEHAVIOR OF STEEL BEAMS EMBEDDED IN CONCRETE UNDER STATIC LOADS BIOSCIENCE BIOTECHNOLOGY RESEARCH COMMUNICATIONS

FIGURE 8. Injury contour drawing model C3

FIGURE 9. Injury contour drawing model C4

respectively steel with cross-sections of 120, 150, 180,

210 and 240 cm are selected.

All models have cross-sectional dimensions of 300

× 500 mm, respectively. Longitudinal bars diameter 19

mm and diameter of 10 mm are inadequate. The distance

of each other 150 mm is considered inadequate and has

not been used in any of these models is cutting.

GRAPHS TIME – DISPLACEMENT

Bar graphs - C1 to C5 models displacement is presented in

Figure 4. As the charts once - movement can be observed

with increasing steel  ange width, capacity, as well as

the  nal beam forming compound has increased. Figure 5

shows the curve of the ultimate capacity models. Accord-

ing to this chart, the increase in capacity of 22.3% for

the C2 than C1 models, for models from C3 to C1 model

37/16%, 91/23% and times for the C4 to C1 model to

model C5 to C1 models from 94/37% is obtained.

TENSILE CONTOURS INJURY

In the form of (6) to (10) C1 to C5 models tensile injury

contours are provided. With a little care can be noted

that in models with smaller steel  ange width, propaga-

tion of cracks at midspan is more considerable.

RESHAPE THE CONTOURS OF PLASTIC

Stickers (11) to (15) of plastic deformation contours C1

to C5 models for the show. three models have been pre-

dicted failure for shear.

Bandehlou and Soltanabadi

BIOSCIENCE BIOTECHNOLOGY RESEARCH COMMUNICATIONS ENVIROMENTAL BEHAVIOR OF STEEL BEAMS EMBEDDED IN CONCRETE UNDER STATIC LOADS 631

FIGURE 10. Contour injury tensile C5 model

FIGURE 11. Contour relative deformation Plastic Model C1

In Table 1. The results of the analysis and predic-

tion models include the strength of the type of failure is

presented. The  nite element analysis results in compli-

ance with Regulation Iran relations have been evaluated.

According to a survey made very good match between

the results of  nite element analysis of the samples and

relations are provided in the bylaws. The ultimate shear

capacity of 353.8 kN point in the relations of the Regu-

lations is obtained. We see that in the C1 and C2 maxi-

mum shear force obtained from  nite element analysis

section is smaller than the shear capacity. Therefore,

the models are broken due to reach its ultimate  exural

capacity. Finite element analysis of bending failure for

these models is the result. The results of  nite element

analysis also shows shear failure for these models.

CONCLUSION

In this article Environmental behavior of steel beams

embedded in concrete under static loads were inves-

tigated. In contrast, in samples with a ratio of 0.5

steel  ange width, usually bending failure have been

observed. Results demonstrated that by optimizing the

static load in the process of the production, the environ-

mental side effects will be reduced and can be ef cient

in clean concrete production.

Bandehlou and Soltanabadi

632 ENVIROMENTAL BEHAVIOR OF STEEL BEAMS EMBEDDED IN CONCRETE UNDER STATIC LOADS BIOSCIENCE BIOTECHNOLOGY RESEARCH COMMUNICATIONS

FIGURE 13. Contour relative deformation Plastic Model C3

FIGURE 14. Contour relative deformation Plastic Model C4

FIGURE 12. Contour relative deformation Plastic Model C2

Bandehlou and Soltanabadi

BIOSCIENCE BIOTECHNOLOGY RESEARCH COMMUNICATIONS ENVIROMENTAL BEHAVIOR OF STEEL BEAMS EMBEDDED IN CONCRETE UNDER STATIC LOADS 633

FIGURE 15. Contour relative deformation Plastic Model C5

Table 1. resistance and failure mode of composite beams

with steel  ange width ratios of

Model

Width

steel

Width

ratio

Resistance models

The

type of

fracture

V (KN) M (KN m)

C1 120 0.4 306.5 459.8 Bending

C2 150 0.5 316.4 474.6 Bending

C3 180 0.6 356.7 535.1 Bending

C4 210 0.7 379.8 569.7 Bending

C5 240 0.8 422.8 634.2 Bending

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