SHEAR BUCKLING RESISTANCE OF CANTILEVER GIRDERS WITH CORRUGATED WEB

Witold BASIŃSKI

doi:10.21307/acee-2019-006

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SHEAR BUCKLING RESISTANCE OF CANTILEVER GIRDERS WITH CORRUGATED WEB

Architecture, Civil Engineering, Environment

Volume 12 (2019): Issue 1 (March 2019)

By: Witold BASIŃSKI

Open Access

|May 2019

Figures & Tables

Cantilever SIN girders: a) static scheme, b) flat plates on the support in the SIN girder

Cantilever girders with corrugated web a) models M 1.12, M 2.12 b) models M 1.22, M 1.32, M 1.42, M 1.52, M 2.22, M 2.32, M 2.42, M 2.52; c) d) end stiffeners

a) Girder 2.32 on the test stand; b) steel frame FR

Location of strain gauges on the girder web M 2.52

Strain in the direction 60° relative to the axis of the web a) girder M 1.32; b) girder M 2.12

Diagram of global displacements y of tested girders

Load – displacements paths P(y) of girders a) M 1.12 (2×300×20); b) M 2. 12 (2×300×20 mm)

Load – displacements paths P(y) of girders a) M 1.52 (2×300×25 mm); b) M 2. 52 (2×300×25 mm)

Table 1.

Experimental results of girders

Girder	Web h_w x t_w [mm]	Flange [mm]	Suport stiffener	Failure modes	Limit load P_eB [kN]	First buckling load P_u,Rd [kN]	P_eB /P_u,Rd [%]
2	3	4	5	6	7	8	9
M 1.12	500×2	300×15	2×300×20	L	184	147	0.80
M 2.12	500×2	300×15	2×300×25	L	181	151	0.82
M 1.22	1000×2	300×20	2×300×25	I	342	298	0.87
M 2.22	1000×2	300×15	2×300×25	L	343	296	0.86
M 1.32	1000×2.6	300×20	2×300×25	I	478	380	0.79
M 2.32	1000×2.6	300×15	2×300×25	I	492	390	0.79
M 2.42	1000×3	300×15	2×300×25	I	694	510	0.73
M 1.42	1250×2	300×15	2×300×25	I	348	304	0.87
M 1.52	1500×2	300×15	2×300×25	I	468	400	0.85
M 2.52	1500×2	300×15	2×300×25	I	459	399	0.87

Failure modes of cantilever SIN girders: a) M 1.12 (2×300×20 mm); b) M 2. 52 (2×300×25 mm)

Table 2.

Current numerical program

h_w [mm]	t_w [mm]	Flange [mm]	Suport stiffener [mm]	w [mm]	L [mm]	Number of models
1	2	3	4	5	7	8
500	2; 2.6; 3	300×15	2×300×20	1500	6350	3
1000	2; 2.6; 3	300×15	2×300×25	1500	6350	3
1250	2; 2.6; 3	300×15	2×300×25	1500	6350	3
1500	2; 2.6; 3	300×15	2×300×25	1500	6350	3

Table 3.

Material properties

Girder	${\bar{f}}_{y}$ [MPa]	${\bar{f}}_{u}$ [MPa]	Percentage total elongation at maximum force (F_m ) [%]	Percentage total elongation at fracture [%]	${\bar{f}}_{y}$ [MPa]	${\bar{f}}_{u}$ [MPa]	Percentage total elongation at maximum force (F_m ) [%]	Percentage total elongation at fracture [%]	E [GPa]
web					flange
1	2	3	4	5	6	7	8	9	10
M 1.12	334.7	430.6	16.1	22.1	297.5	443.1	23.9	30.3	196
M 2.12	337.9	429.1	15.7	20.8	311.2	476.7	24.5	30.8	188
M 1.22	339.4	435.4	15.9	22.2	287.2	448	24.1	31.4	200
M 2.22	336.3	427.3	14.9	22.5	323.5	461.4	23.1	29.6	234
M 1.32	312.5	453.9	13.8	20.2	264.2	460.9	22.6	28.0	199
M 2.32	324.6	451.5	13.6	19.2	293.9	442.1	25.1	32.3	241
M 2.42	445.9	544.1	10.7	14.6	301.5	439.8	21.3	27.7	205
M 1.42	267.2	360.9	13.4	19.9	302.8	440.4	22.9	30.8	199
M 1.52	299.1	380.5	16.8	23.3	312.5	445.6	24.1	30.0	200
M 2.52	281.0	375.5	17.2	24.6	306.7	449.3	21.9	28.6	203

Boundary conditions and load application to numerical model

Table 4.

Numerical results of girders

Girder h _w x t _w [mm]	Support Stiffener	Failure modes	Limit load P _u,Rd [kN]	First buckling load P _eB [kN]	P _eB /P _u,Rd [%]
1	2	3	4	5	6
500×2	2×300×20	L	154.1	149.1	0.97
500×2.5	2×300×20	L	192.2	186.8	0.97
500×3	2×300×20	L	231.3	224.6	0.97
1000×2	2×300×25	L	308.1	297.2	0.96
1000×2.5	2×300×25	I	384.3	371.3	0.97
1000×3	2×300×25	I	462.2	445.3	0.96
1250×2	2×300×25	I	384.6	360.1	0.94
1250×2.5	2×300×25	I	480.4	449.9	0.94
1250×3	2×300×25	I	576.5	539.5	0.94
1500×2	2×300×25	I	460.8	419.2	0.91
1500×2.5	2×300×25	I	575.6	531.9	0.92
1500×3	2×300×25	I	687.5	635.7	0.92

Comparison of LDPs P(y): a) tests M 1.42; b) FEM 1250×2

Comparison of LDPs P(y): a) test M 2.52; b) FEM 1500×2

Comparison of failure modes: a) experimental girder M 1.12 (500×2: stiffener 2×300×20); b) numerical model 500×2 (stiffener: 2×300×20)

Failure modes of numerical models: a) 1000×2 (stiffener 2×300×25); b) 1000×2.5 (stiffener 2×300×25)

Comparison of failure modes: a) experimental girder M 1.52 (1500×2: stiffener 2×300×25); b) numerical model 1500×2 (stiffener: 2×300×25)

Table 5.

Comparison investigations, FEM analysis with design [6, 1] and proposed resistances (17)

Girder h_w x t_w [mm]	τ_INV [MPa]	τ_FEM [MPa]	$\frac{τ_{I N V}}{τ_{Y}}$	$\frac{τ_{F E M}}{τ_{Y}}$	$\frac{τ_{n, S B}}{τ_{Y}}$	$\frac{τ_{n, E C}}{τ_{Y}}$	$\frac{τ_{n, B A}}{τ_{Y}}$	$\frac{τ_{n, B A}}{τ_{I N V}}$	$\frac{τ_{n, B A}}{τ_{F E M}}$
1	2	3	4	5	6	7	8	9	10
500×2	147.0	149.1	0.80	0.92	0.79	0.86	0.86	1.09	0.93
500×2.5		149.4		0.92	0.79	0.91	0.86		0.93
500×3		149.7		0.92	0.79	0.95	0.86		0.93
1000×2	149.0	148.6	0.78	0.92	0.79	0.83	0.86	1.10	0.94
1000×2.5	152.0	148.5	0.90	0.92	0.79	0.88	0.86	0.96	0.94
1000×3	170.0	148.4	0.75	0.91	0.79	0.93	0.86	1.26	0.94
1250×2	121.6	144.0	0.86	0.89	0.79	0.82	0.85	1.01	0.96
1250×2.5		144.0		0.89	0.79	0.88	0.85		0.96
1250×3		143.9		0.89	0.79	0.92	0.86		0.96
1500×2	133.0	139.7	0.88	0.86	0.79	0.82	0.84	0.96	0.98
1500×2.5		141.8		0.87	0.79	0.87	0.85		0.97
1500×3		141.3		0.87	0.79	0.92	0.85		0.97
AVG.			0.83	0.90	0.79	0.88	0.85	1.06	0.95

Normalized shear resistance in function of the slenderness

References

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DOI: https://doi.org/10.21307/acee-2019-006 | Journal eISSN: 2720-6947 (formerly 1899-0142) | Journal ISSN: 1899-0142

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Language: English

Page range: 63 - 79

Submitted on: Jul 19, 2018

Accepted on: Jan 24, 2019

Published on: May 20, 2019

Published by: Silesian University of Technology

In partnership with: Paradigm Publishing Services

Publication frequency: 4 issues per year

Keywords:

Cantilever girders with corrugated web type SIN,

Interactive shear buckling resistance,

Design shear buckling resistance,

Support stiffener,

Finite element method

Related subjects:

Architecture and design,

Architecture,

Architects, buildings

© 2019 Witold BASIŃSKI, published by Silesian University of Technology
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

Volume 12 (2019): Issue 1 (March 2019)

SHEAR BUCKLING RESISTANCE OF CANTILEVER GIRDERS WITH CORRUGATED WEB

Figures & Tables

Figure 1.

Figure 2.

Figure 3.

Figure 4.

Figure 5.

Figure 6.

Figure 7.

Figure 8.

Table 1.

Figure 9.

Figure 10.

Table 2.

Table 3.

Figure 11.

Table 4.

Figure 12.

Figure 13.

Figure 14.

Figure 15.

Figure 16.

Table 5.

Figure 17.

Paradigm

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