Experimental Investigation on Out-of-Plane Flexural and Shear Performance of Half Steel-Concrete Slabs

Table 1

Design parameters of the specimens.

Specimen	l (mm)	b (mm)	h (mm)	t (mm)	Sa	Sb	BL	BTS	BTI	Figure	λ
HSC1-1	2000	600	100	1.80	M6@80	M6@65	Φ6@150	Φ6@240	—	Figure 2(a)	6.0
HSC1-2	2000	600	100	1.80	M6@80	M6@65	Φ6@150	Φ6@240	—	Figure 2(a)	6.0
HSC1-3	2000	600	100	1.80	M6@50	M6@50	Φ6@150	Φ6@240	—	Figure 2(a)	6.0
HSC1-4	2000	600	100	1.80	M6@160	M6@130	Φ6@150	Φ6@240	—	Figure 2(a)	6.0
HSC1-5	2000	600	100	3.72	M10@90	M10@80	Φ6@150	Φ6@240	—	Figure 2(a)	6.0
HSC2-1	2000	600	200	3.72	M10@100	M10@90	Φ8@150	Φ8@240	—	Figure 2(a)	4.5
HSC2-2	2000	600	200	3.72	M10@90	M10@80	Φ8@150	Φ8@240	—	Figure 2(a)	3.0
HSC2-3	1600	600	200	3.72	M10@80	M10@70	Φ8@150	Φ8@240	—	Figure 2(a)	2.0
HSC2-4	1600	600	200	3.72	M10@60	M10@60	Φ8@150	Φ8@240	—	Figure 2(a)	2.0
HSC2-5	1600	600	200	1.80	M6@65	M6@60	Φ8@150	Φ8@240	—	Figure 2(a)	2.0
HSC2-6	1600	600	200	3.72	M10@80	M10@70	Φ8@150	Φ8@240	—	Figure 2(a)	2.0
HSC2-7	1600	600	200	3.72	M10@80	M10@70	Φ8@150	Φ8@240	2Φ8@80	Figure 2(b)	2.0
HSC2-8	1600	600	200	3.72	M10@80	M10@70	Φ8@150	Φ8@240	4Φ8@80	Figure 2(c)	2.0
HSC2-9	1400	600	200	3.72	M10@70	M10@60	Φ8@150	Φ8@240	—	Figure 2(a)	1.5
HSC2-10	1200	600	200	3.72	M10@55	M10@60	Φ8@150	Φ8@240	—	Figure 2(a)	1.0

Note. (1) Shear span ratio λ refers to the ratio of the length from the loading point to the support point and the section depth. (2) B_L is the configuration of a longitudinal steel bar on the top of concrete. (3) B_TS is the configuration of the transverse steel bar on the top of concrete. (4) B_TI is the configuration of the tie bar in concrete.