Numerical evaluation of the slab effective width in steel-concrete composite box girder bridges

Nicoletti, Renato Silva; Souza, Alex Sander Clemente de

doi:10.1590/S1983-41952021000100010

Renato Silva Nicoletti

Universidade Federal de São Carlos – UFSCar, Departamento de Engenharia Civil – DECiv, São Carlos, SP, Brasil

https://orcid.org/0000-0002-3021-0944

Alex Sander Clemente de Souza

Universidade Federal de São Carlos – UFSCar, Departamento de Engenharia Civil – DECiv, São Carlos, SP, Brasil

https://orcid.org/0000-0003-3411-0649

Corresponding author: Renato Silva Nicoletti. E-mail: renato_nicoletti@hotmail.com

Conflict of interest: Nothing to declare.

Author contributions: RSN: conceptualization, methodology, numerical analysis, writing; ASCS: formal analysis, methodology, supervision, review.

Editors: Leandro Mouta Trautwein, José Luiz Antunes de Oliveira e Sousa, Guilherme Aris Parsekian.

Thumbnail

Figure 1
Examples of steel-concrete composite box girder bridges. Adapted from Pinho and Bellei [⁵5 F. Pinho and I. H. Bellei, Pontes e Viadutos em Vigas Mistas, 1. ed. Rio de Janeiro: IBS/CBCA, 2007.].

Thumbnail

Figure 2
Displacements due to incompatible deformations. Adapted from Reginato [¹⁶16 L. G. Reginato, “Estudo da largura efetiva de vigas mistas de aço-concreto em carregamento de serviço: método dos elementos finitos versus códigos de projeto,” M.S. thesis, Dep. Eng. Civ., Univ. Fed. Rio Grande do Sul, Porto Alegre, 2017.].

Thumbnail

Figure 3
Effective width concept.

Thumbnail

Figure 2
Displacements due to incompatible deformations. Adapted from Reginato [¹⁶16 L. G. Reginato, “Estudo da largura efetiva de vigas mistas de aço-concreto em carregamento de serviço: método dos elementos finitos versus códigos de projeto,” M.S. thesis, Dep. Eng. Civ., Univ. Fed. Rio Grande do Sul, Porto Alegre, 2017.].

Thumbnail

Figure 3
Effective width concept.

Thumbnail

Figure 4
Relative interface displacement restricted by the Abaqus® [²³23 Abaqus®. Dassault Sistèmes Simulia. Abaqus 6.18. 2016.] “tie constraint” tool.

Thumbnail

Figure 5
Boundary conditions of the models.

Thumbnail

Figure 6
Application of loading models.

Thumbnail

Figure 7
Stress-strain curve of steel (a) and concrete (b). Adapted from Kirchhof [²⁴24 L. D. Kirchhof, “Uma contribuição ao estudo de vigas mistas aço-concreto simplesmente apoiadas em temperatura ambiente e em situação de incêndio,” M.S. thesis, Esc. Eng. São Carlos, Univ. São Paulo, São Carlos, 2004.].

Thumbnail

Figure 8
Detail of the typical mesh of the models.

Thumbnail

Figure 9
Variables for calculating the effective numeric width.

Thumbnail

Figure 10
Stress distribution typical of models in single and double box configurations. [N/mm²].

Thumbnail

Figure 11
Occurrence of maximum normal stresses in the region of the webs in models with simple box configuration.

Thumbnail

Figure 12
Occurrence of maximum normal stresses in the region of the webs in models with double box configuration.

Thumbnail

Figure 13
Effective width versus slab height for single box configuration.

Thumbnail

Figure 14
Effective width versus span length for single box configuration.

Thumbnail

Figure 15
Effective width versus distance between webs for simple box configuration.

Thumbnail

Figure 16
Effective width versus slab height for double box configuration.

Thumbnail

Figure 17
Effective width versus span length for double box configuration.

Thumbnail

Figure 18
Effective width versus distance between girders for double box configuration.

Thumbnail

Figure 9
Variables for calculating the effective numeric width.

Thumbnail

Figure 13
Effective width versus slab height for single box configuration.

Thumbnail

Figure 14
Effective width versus span length for single box configuration.

Thumbnail

Figure 15
Effective width versus distance between webs for simple box configuration.

Thumbnail

Figure 16
Effective width versus slab height for double box configuration.

Thumbnail

Figure 17
Effective width versus span length for double box configuration.

Thumbnail

Figure 18
Effective width versus distance between girders for double box configuration.

Thumbnail

Table 1
Recommendations for calculating the effective width in simply supported beams in buildings.

Thumbnail

Table 2
Materials mechanical properties for parametric study.

Thumbnail

Table 3
Numeric effective width versus slab height for single box configuration.

Thumbnail

Table 4
Relationship between the effective numerical width and the slab height for simple box configuration.

Thumbnail

Table 5
Relationship between the effective numerical width and the longitudinal span length for the simple box configuration.

Thumbnail

Table 6
Relationship between the effective numerical width and the distance between webs for the simple box configuration.

Thumbnail

Table 7
Relationship between the effective numerical width and the slab height for the double box configuration.

Thumbnail

Table 8
Relationship between the effective numerical width and the longitudinal span length for the double box configuration.

Thumbnail

Table 9
Relationship between the effective numerical width and the distance between girders for the double box configuration.

Thumbnail

(1)

Thumbnail

(2)

ABNT NBR 8800 [¹⁵15 Associação Brasileira de Normas Técnicas, Design of Steel and Composite Structures for Buildings, NBR 8800, 2008.]	EN 1994-2-2 [¹⁴14 European Committee for Standardization, Eurocode 4 – Design of Composite Steel and Concrete Structures – Part 2: General Rules and Rules for Bridges, EN 1994-2-2, Brussels, Belgium, 2005.]
The effective width must be less than or equal to:	When the slab extends to both sides of the beam, the effective width must be less than or equal to:
• $\frac{1}{8}$ of the span of the composite beam;	• $\frac{1}{4}$ of the span of the composite beam;
• Half the distance between the center of the analyzed beam and the adjacent beam;	• Average distance between axes of adjacent beams.
• Distance from the center line of the beam to the edge of a cantilevered slab.	In turn, when the slab extends to only one side, the effective width is limited to:
	• $\frac{1}{8}$ of the span of the composite beam;
	• Half the distance between the center of the analyzed beam and the adjacent beam.

MATERIAL	E [MPa]	ν	YIELD STRENGTH [MPa]
Steel	200,000	0.3	229.8
Concrete	30,672.46	0.2	30.0

MODEL	SLAB HEIGHT (h_l) [cm]	EFFECTIVE WIDTH (b_ef) [cm]
1	15.0	201.2
2	20.0	257.8
3	22.5	270.7
4	25.0	289.7
5	27.5	309.3
6	30.0	322.0
7	35.0	325.2
8	50.0	320.9

MODEL	SLAB HEIGHT (h_l) [cm]	EFFECTIVE WIDTH (b_ef) [cm]	$\frac{b_{e f}}{h_{l}}$
1	15.0	201.2	13.42
2	20.0	257.8	12.89
3	22.5	270.7	12.03
4	25.0	289.7	11.59
5	27.5	309.3	11.25
6	30.0	322.0	10.73
*Average*			*11.98*

MODEL	SPAN [cm]	EFFECTIVE WIDTH (b_ef) [cm]	$\frac{S P A N}{b_{e f}}$
9	1000.0	259.9	3.85
10	2000.0	275.5	7.26
11	3000.0	289.7	10.36
12	4000.0	288.8	13.85
13	5000.0	286.5	17.45

MODEL	CANTILEVER [cm]	DISTANCE AMONG WEBS (w) [cm]	EFFECTIVE WIDTH (b_ef) [cm]	$\frac{b_{e f}}{w}$
14	350.0	580.0	216.3	0.37
15	340.0	600.0	205.0	0.34
16	330.0	620.0	192.4	0.31
17	320.0	640.0	174.0	0.27
18	310.0	660.0	130.9	0.20
19	300.0	680.0	124.0	0.18
*Average*				*0.28*

MODEL	SLAB HEIGHT (h_l) [cm]	EFFECTIVE WIDTH (b_ef) [cm]	$\frac{b_{e f}}{h_{l}}$
20	15.0	210.7	14.05
21	20.0	215.3	10.77
22	22.5	217.4	9.66
23	25.0	223.1	8.92
24	27.5	224.5	8.16
25	30.0	219.1	7.30
*Average*			*9.81*

MODEL	SPAN [cm]	EFFECTIVE WIDTH (b_ef) [cm]	$\frac{S P A N}{b_{e f}}$
26	1,000.0	248.4	4.03
27	2,000.0	275.5	7.26
28	3,000.0	277.1	10.83
29	4,000.0	277.9	14.39
30	5,000.0	279.2	17.91

MODEL	DISTANCE BETWEEN GIRDERS (a) [cm]	EFFECTIVE WIDTH (b_ef) [cm]	$\frac{b_{e f}}{a}$
31	580.0	255.7	0.44
32	600.0	249.4	0.42
33	620.0	235.2	0.38
34	640.0	217.4	0.34
35	660.0	213.3	0.32
*Average*			*0.38*

[1] Corresponding author: Renato Silva Nicoletti. E-mail: renato_nicoletti@hotmail.com

Brasil

Brasil

Numerical evaluation of the slab effective width in steel-concrete composite box girder bridges

Determinação via simulação numérica da largura efetiva de lajes de pontes mistas de aço e concreto em seção caixão

ABSTRACT: