Resistant bending moment to lateral-torsional buckling of continuous steel and concrete composite beams with transverse stiffeners

Oliveira, Janaina Pena Soares de; Dias, João Victor Fragoso; Fakury, Ricardo Hallal; Calenzani, Adenilcia Fernanda Grobério

doi:10.1590/S1983-41952021000400012

Acessibilidade / Reportar erro

Brasil

Revista IBRACON de Estruturas e Materiais

Español English

Brasil

Español English

sumário « anterior atual seguinte »

Sumário

ORIGINAL ARTICLE • Rev. IBRACON Estrut. Mater. 14 (4) • 2021 • https://doi.org/10.1590/S1983-41952021000400012 copy

Resistant bending moment to lateral-torsional buckling of continuous steel and concrete composite beams with transverse stiffeners

Momento fletor resistente à flambagem lateral com distorção de vigas mistas contínuas de aço e concreto com enrijecedores transversais

Authorship SCIMAGO INSTITUTIONS RANKINGS

Abstract

In this paper, a numerical analysis using the finite element method, employing the commercial code Ansys, is performed to evaluate the influence of transverse stiffeners welded to the web of the steel profile on the lateral stiffness and resistant bending moment of continuous steel and concrete composite beams subjected to lateral-torsional buckling (LTB). The developed numerical model was validated by comparison with the results of tests performed by another researcher. Subsequently, a parametric analysis was carried out for beams with two and three spans, varying the spacing between the stiffeners. Finally, based on the analysis performed, it was concluded that the transverse stiffeners can significantly increase the lateral stiffness and the resistant moment of continuous composite beams. A calculation procedure to obtain this moment is proposed, having as reference the prescriptions of the Brazilian standard ABNT NBR 8800:2008.

Keywords:
continuous steel and concrete composite beams; lateral-torsional buckling; transverse stiffeners; resistant bending moment; lateral stiffness

model	d (mm)	b_f (mm)	t_f (mm)	t_w (mm)	Type of residual stress distribution
TR1	800	200	16	12.5	DL
TR2	700	200	16	12.5	DL
TR3	600	200	16	12.5	DL
TR4	500	200	16	12.5	DL
TR5	400	200	16	12.5	DL
TR6	800	200	16	12.5	DNL
TR7	700	200	16	12.5	DNL
TR8	600	200	16	12.5	DNL
TR9	500	200	16	12.5	DNL
TR10	400	200	16	12.5	DNL
TR11	800	200	16	12.5	DPS
TR12	700	200	16	12.5	DPS
TR13	600	200	16	12.5	DPS
TR14	500	200	16	12.5	DPS
TR15	400	200	16	12.5	DPS

Model DL	Model DNL	Model DPS	M_R,DL (kN∙m)	M_R,DNL (kN∙m)	M_R,DPS (kN∙m)	M_R,DL/ M_R,DNL	M_R,DL/ M_R,DPS
TR1	TR6	TR11	1,553	1,526	1,577	1.02	0.99
TR2	TR7	TR12	1,414	1,398	1,428	1.01	0.99
TR3	TR8	TR13	1,220	1,209	1,250	1.01	0.98
TR4	TR9	TR14	1,009	1,003	1,030	1.01	0.98
TR5	TR10	TR15	828	816	842	1.01	0.98
average						1.01	0.98

Model	Number of spans	d (mm)	b_f (mm)	t_f (mm)	t_w (mm)	a/d
ME1	2	600	150	16	12.5	0.625
ME2	2	600	150	16	12.5	1.041
ME3	2	600	150	16	12.5	1.25
ME4	2	600	150	16	12.5	1.5625
ME5	2	600	150	16	12.5	2.08
ME6	2	600	150	16	12.5	3.125
MR1	2	600	150	16	12.5	-
ME7	2	600	200	16	12.5	0.625
ME8	2	600	200	16	12.5	1.041
ME9	2	600	200	16	12.5	1.25
ME10	2	600	200	16	12.5	1.5625
ME11	2	600	200	16	12.5	2.08
ME12	2	600	200	16	12.5	3.125
MR2	2	600	200	16	12.5	-
ME13	3	600	150	16	12.5	0.625
ME14	3	600	150	16	12.5	1.041
ME15	3	600	150	16	12.5	1.25
ME16	3	600	150	16	12.5	1.5625
ME17	3	600	150	16	12.5	2.08
ME18	3	600	150	16	12.5	3.125
MR3	3	600	150	16	12.5	-
M19	3	600	200	16	12.5	0.625
M20	3	600	200	16	12.5	1.041
M21	3	600	200	16	12.5	1.25
M22	3	600	200	16	12.5	1.5625
M23	3	600	200	16	12.5	2.08
M24	3	600	200	16	12.5	3.125
MR4	3	600	200	16	12.5	-

Model	$M_{p l}^{-}$ (kN∙m)	$M_{d i s t, R k, n u m}^{-}$ (kN∙m)	$M_{d i s t, R k, n u m, c u r r e n t}^{-}$ / $M_{d i s t, R k, n u m, r e f e r e n c e}^{-}$	$M_{d i s t, R k, E u r o c o d e}^{-}$ (kN∙m)	$M_{d i s t, R k, A B N T}^{-}$ (kN∙m)	$M_{d i s t, R k, E u r o c o d e}^{-}$ / $M_{d i s t, R k, n u m}^{-}$	$M_{d i s t, R k, A B N T}^{-}$ / $M_{d i s t, R k, n u m}^{-}$
ME1	1,205	1,147	1.15	787	1,151	0.69	1.00
ME2		1,129	1.13	787	1,149	0.70	1.02
ME3		1,118	1.12	787	1,148	0.70	1.03
ME4		1,107	1.11	787	1,147	0.71	1.04
ME5		1,104	1.10	787	1,145	0.71	1.04
ME6		1,085	1.09	787	1,142	0.73	1.05
MR1		1,000	1.00	769	1,072	0.77	1.07
average						0.72	1.04
ME7	1,345	1,324	1.09	921	1,302	0.70	0.98
ME8		1,308	1.07	921	1,301	0.70	0.99
ME9		1,288	1.06	921	1,300	0.72	1.01
ME10		1,306	1.07	921	1,299	0.71	0.99
ME11		1,290	1.06	921	1,298	0.71	1.01
ME12		1,267	1.04	921	1,297	0.73	1.02
MR2		1,220	1.00	921	1,238	0.75	1.01
average						0.72	1.00
ME13	1,325	1,155	1.47	671	1,057	0.58	0.92
ME14		1,136	1.44	665	1,049	0.59	0.92
ME15		1,093	1.39	663	1,045	0.61	0.96
ME16		1,079	1.37	658	1,040	0.61	0.96
ME17		1,026	1.30	652	1,031	0.64	1.00
ME18		1,023	1.30	641	1,015	0.63	0.99
MR3		787	1.00	477	744	0.61	0.95
average						0.61	0.96
ME19	1,465	1,318	1.31	841	1,246	0.64	0.95
ME20		1,308	1.30	838	1,243	0.64	0.95
ME21		1,294	1.29	836	1,241	0.65	0.96
ME22		1,285	1.28	834	1,239	0.65	0.96
ME23		1,251	1.25	831	1,235	0.66	0.99
ME24		1,242	1.24	824	1,228	0.66	0.99
MR4		1,004	1.00	622	955	0.62	0.95
average						0.65	0.96
global average						0.67	0.99

IBRACON - Instituto Brasileiro do Concreto Instituto Brasileiro do Concreto (IBRACON), Av. Queiroz Filho, nº 1700 sala 407/408 Torre D, Villa Lobos Office Park, CEP 05319-000, São Paulo, SP - Brasil, Tel. (55 11) 3735-0202, Fax: (55 11) 3733-2190 - São Paulo - SP - Brazil
E-mail: arlene@ibracon.org.br

Acompanhe os números deste periódico no seu leitor de RSS

[1] Corresponding author: Janaina Pena Soares de Oliveira. E-mail: janaina.pena@ifes.edu.br