Shear strength evaluation of headed stud connectors in steel-concrete composite structures with hollow core slabs

Kataoka, Marcela Novischi

doi:10.1590/s1678-86212025000100880

home Sumário navigate_before Anterior Atual Seguinte navigate_next

home Sumário

Article • Ambiente Construído 25 • Jan-Dec 2025 • https://doi.org/10.1590/s1678-86212025000100880 linkcopy

Shear strength evaluation of headed stud connectors in steel-concrete composite structures with hollow core slabs

Avaliação da resistência ao cisalhamento de conectores tipo pino com cabeça em estruturas mistas de aço e concreto com lajes alveolares

Authorship SCIMAGO INSTITUTIONS RANKINGS

Abstract

This paper investigates the shear strength of connectors in steel-concrete composite structures, with a specific focus on precast hollow core slabs. Push-out tests were conducted to assess the load-bearing capacity of headed shear studs, welded to the steel profile and embedded in cast-in-place concrete. The experimental analysis was complemented by a numerical study using the finite element method (FEM), allowing for a detailed evaluation of the behavior of the connectors under shear forces. A parametric study was performed to examine the effects of concrete compressive strength and stud yield strength on the shear resistance of the connection. The results demonstrated a good correlation between experimental tests and numerical predictions, though theoretical formulas based on standards tended to overestimate the connector capacity. This research emphasizes the importance of accurately characterizing shear connectors to ensure the proper performance of composite structures, particularly in applications involving hollow core slabs.

Keywords
Headed stud; Hollow core slab; Composite structures; Push-out test; Finite element method; Precast concrete

-	Hollow core slab	Steel profile	Shear connector	Cast in place concrete
Compressive Strength (MPa)	50.0	-	-	28.0
Tensile Strength (MPa)	3.3	-	-	3.5
Young Modulus (GPa)	39.6	200.0	200.0	27.0
Yielding Stress (MPa)	-	345.0	540.0	-

Experimental Maximum Load per stud (kN)	83.00
ABNT NBR 8800 (2008) (kN)	$Q_{Rd} < \frac{A_{cs} \sqrt{f_{ck} E}}{2} = \frac{2.84 \sqrt{2.8 \cdot 2700}}{2} = 123.46 kN A_{c s} f_{u c s} 2.84 \cdot 54 = 153.36 kN$	Eq. 1
Eurocode 4 (2004) (kN)	$\begin{matrix} P_{Rd} < 0.29 \cdot α \cdot d^{2} \sqrt{f_{ck} E} = 0.29 \cdot 1 \cdot ({1.9}^{2}) \sqrt{2.8 \cdot 2700} = 91.02 kN \\ 0.8 A_{cs} f_{ucs} = 0.8 \cdot 2.84 \cdot 54 = 122.69 kN \end{matrix}$	Eq. 2
Note: Q_Rd, P_Rd = maximum load per shear stud;
	A_cs = cross section area of the connector;
	α = empirical parameter that represents a combination of factors influencing the mechanical behavior of connectors in steel-concrete composite structures;
	d = diameter of the connector;
	f_ucs = rupture stress of the connector steel;
	E = young modulus of the concrete; and
	f_ck = characteristic concrete compression strength.

-	Hollow core slab	Steel profile	Shear connector	Cast in place concrete
Young Modulus (GPa)	39.60	200.0	200.0	27.00
Compressive Strength (MPa)	50.00	-	-	28.00
Tensile Strength (MPa)	4.00	-	-	3.50
Tensile fracture energy (N.mm/mm²)	0.09	-	-	0.06
Compressive fracture energy (N.mm/mm²)	4.63	-	-	3.08
Yielding Stress (MPa)	-	350.00	540	-
Poison (ʋ)	0.20	0.30	0.30	0.20

Parameters	Value
Concrete
Total Strain model	Fixed
Tensile curve	Exponential
Compression curve	Parabolic
Tensile fracture energy (G_f)	CEB (CEB, 1993)
Compressive fracture energy (G_c	Feenstra and Borst (1993)
Shear retention (β)	0.1
Steel (profile and shear connector)
Von Mises	Ideal plasticity

Properties	C25	C30	C40	C50	C60	C70	C80	C90
Young Modulus (GPa)	28	31	35	40	42	43	45	47
Tensile strength (MPa)	2.56	2.90	3.51	4.07	4.30	4.59	4.84	5.06
Tensile fracture energy (N.mm/mm²)	0.057	0.065	0.079	0.093	0.105	0.117	0.129	0.140
Compressive strength (MPa)	25	30	40	50	60	70	80	90
Compressive fracture energy (N.mm/mm²)	2.849	3.237	3.959	4.628	5.258	5.857	6.431	6.983

Increase in concrete strength (MPa)	25-50	50-90	Total (25-90)
Stud Strength	25-50	50-90	Total (25-90)
540 MPa	27.49%	19.53%	52.40%
450 MPa	35.61%	23.83%	67.94%
380 MPa	32.21%	20.06%	58.74%

Increase in stud strength (MPa)	380 - 450	450 - 540	380 – 540
Concrete compressive strength	380 - 450	450 - 540	380 – 540
25 MPa	2.59%	17.06%	20.10%
30 MPa	11.06%	7.48%	19.37%
40 MPa	5.70%	13.43%	19.90%
50 MPa	9.13%	14.12%	24.54%
60 MPa	10.20%	18.75%	30.87%
70 MPa	12.50%	15.92%	30.41%
80 MPa	12.52%	14.16%	28.46%
90 MPa	13.05%	10.65%	25.10%

Concrete compressive strength	Stud 380 MPa
Concrete compressive strength	Numerical result (MPa)	NBR 8800 (MPa)	NBR8800/ Numerical result	EC4 (MPa)	EC4/ Numerical result
25 MPa	57.93	107.92	1.86	72.96	1.25
30 MPa	61.98	107.92	1.74	72.96	1.17
40 MPa	70.05	107.92	1.54	72.96	1.04
50 MPa	73.86	107.92	1.46	72.96	0.98
60 MPa	77.17	107.92	1.39	72.96	0.94
70 MPa	81.28	107.92	1.32	72.96	0.89
80 MPa	85.45	107.92	1.26	72.96	0.85
90 MPa	88.29	107.92	1.22	72.96	0.82

Concrete compressive strength	Stud 450 MPa
Concrete compressive strength	Numerical result (MPa)	NBR 8800 (MPa)	NBR 8800/ Numerical result	EC4 (MPa)	EC4/ Numerical result
25 MPa	59.44	127.80	2.15	86.40	1.45
30 MPa	68.84	127.80	1.85	86.40	1.25
40 MPa	74.05	127.80	1.72	86.40	1.16
50 MPa	80.61	127.80	1.58	86.40	1.07
60 MPa	85.04	127.80	1.50	86.40	1.01
70 MPa	91.44	127.80	1.39	86.40	0.94
80 MPa	96.15	127.80	1.32	86.40	0.89
90 MPa	99.82	127.80	1.28	86.40	0.86

Concrete compressive strength	Stud 540 MPa
Concrete compressive strength	Numerical result (MPa)	NBR 8800 (MPa)	NBR 8800/ Numerical result	EC4 (MPa)	EC4/ Numerical result
25 MPa	69.58	153.36	2.20	87.58	1.25
30 MPa	74.03	153.36	2.07	100.95	1.36
40 MPa	84.11	153.36	1.82	103.68	1.23
50 MPa	92.00	153.36	1.66	103.68	1.12
60 MPa	101.21	153.36	1.51	103.68	1.02
70 MPa	106.01	153.36	1.44	103.68	0.97
80 MPa	109.77	153.36	1.39	103.68	0.94
90 MPa	110.46	153.36	1.38	103.68	0.93

vertical_align_top show_chart

more_horiz close
- image
- translate
- link
- article
- vertical_align_top
- file_download
- show_chart
- image
- translate
- link
- article

location_on

Associação Nacional de Tecnologia do Ambiente Construído - ANTAC Av. Osvaldo Aranha, 93, 3º andar, 90035-190 Porto Alegre/RS Brasil, Tel.: (55 51) 3308-4084, Fax: (55 51) 3308-4054 - Porto Alegre - RS - Brazil
E-mail: ambienteconstruido@ufrgs.br

rss_feed Acompanhe os números deste periódico no seu leitor de RSS