Punching behavior of non-coarse aggregate polymer concrete slabs with openings

Figures & data

Table 1. Acrylic powder components.

Oxide	Result (%)	ESS 4756–1/2013 (Egyptian Standard Specification)
SiO2	25.32
Al2O3	3.30
Fe2O3	3.73
CaO	58.21
MgO	1.01
SO3	2.94	<3.5 % for 32.5 N&R and 42.5 N
L.O.I	3.88	<5.0 %
Na2O	0.26
K2O	0.50
TiO2	0.51
P2O2	0.09
Mn2O3	0.07
Total	99.82
Ins.Res.	0.58	<5.0 %
Ct	0.44	<0.10 %
Na2O Eq.	0.60	<0.60 %
LSF	0.73
C3A	2.46

Figure 1. Brazilian tensile strength test setup.

Table 2. Brazilian tensile strength test results.

Test Specimens	Specimens Fcu (N/mm^2)	Specimen Length L (mm)	Specimen Diameter D (mm)	Load P (kN)	Fctr(N/mm^2) $\frac{2\mathrm{P}}{\mathit{\pi DL}}$
1	30.42	300	150	118.09	1.67
2	30.42	300	150	94.08	1.33
3	29.03	300	150	56.84	0.80

Figure 2. Stress-strain curve of polymer concrete mix and its failure.

Table 3. Mechanical properties of steel bars.

Property	Bar diameter
	8 mm	10 mm	12 mm	16 mm
Actual diameter (mm)	7.88	9.85	11.89	15.88
Actual area (mm^2)	48.79	76.23	111.08	198.14
Specimen Length before test(mm)	400	394	402	406
Yield load (kN)	18.50	35.50	65.00	110.00
Ultimate load (kN)	21.55	52.10	78.90	131.00
Specimen length After test (mm)	512	468	465	469
Yield stress (N/mm2) MPa	379.18	465.69	585.16	555.16
Ultimate stress (N/mm2) MPa	441.69	683.46	710.30	661.15
Elongation %	28.00%	18.78%	15.67%	15.52%

Figure 3. Typical solid specimen details.

Figure 4. Typical details for specimen with openings.

Figure 5. Details for enhancement specimens.

Table 4. Details of tested specimens.

Group	Specimen No.	Description	Type of Concrete	Opening Distance	Opening Size	Actual Fcu (Mpa)
Control	CO-S	concrete slab without opening	Ordinary concrete	—-	—-	31.10
	CO-0-C	Concrete slab with 2 openings with size column side length just at column face	Ordinary concrete	0	C	31.10
	p-S	Polymer slab without opening	Polymer	—-	—-	30.42
G1	p-0-C	Polymer slab with 2 openings with size equal column side length just at column face	Polymer	0	C	30.42
	p-0-.5C	Polymer slab with 2 openings with size equal half of column side length just at column face	Polymer	0	0.5C	30.94
G2	P-d-C	Polymer slab with 2 openings with size equal column side length at distance d from column face	Polymer	d	C	31.32
	P-d-.5C	Polymer slab with 2 openings with size equal half of column side length at distance d from column face	Polymer	d	0.5C	31.32
G3	p-3d-C	Polymer slab with 2 openings with size equal column side length at distance 3d from column face	Polymer	3d	C	32.09
	p-3d-.5C	Polymer slab with 2 openings with size equal half of column side length at distance 3d from column face	Polymer	3d	0.5C	30.94
G4	p-B	Polymer slab with 2 opening with size column width at distance 0 from column face and beam around the openings with additional depth (t/4) and width d	Polymer	0	C	29.03
	p-L	Polymer slab with 2 opening with size column width at distance 0 from column face and stirrups around the openings in distance (d/2)	Polymer	0	C	29.03
	p-F	Polymer slab with 2 opening with size column width at distance 0 from column face and add fiber to mix around the openings in distance (d)	Polymer	0	C	29.03

Figure 6. Test setup.

Figure 7. LVDTS arrangement under the specimen test.

Figure 8. Load-deflection curve for the control specimens group specimens (CO-0-C&CO-S&p-S).

Table 5. Summary of test results.

Group	Specimen No.	Type of Concrete	Failure Mode	Vcr (kN)	Δcr (mm)	Vu (kN) ‘Experimental’	Δu (mm)	Δy (mm)	µ
Control	CO-S	O.C	PM	34.20	0.90	360.50	15.01	7.64	1.96
	CO-0-C	O.C	PM	18.40	0.80	195.90	9.95	6.81	1.46
	p-S	Polymer	FPM	17.20	0.91	228.90	13.67	9.67	1.41
G1	p-0-C	Polymer	PM	11.00	0.83	153.80	13.48	8.90	1.51
	p-0-0.5C	Polymer	PM	9.30	0.65	185.90	13.92	9.39	1.48
G2	P-d-C	Polymer	PM	14.99	0.85	202.14	18.08	9.14	1.98
	P-d-0.5C	Polymer	PM	13.44	0.67	214.23	11.14	8.57	1.98
G3	p-3d-C	Polymer	PM	12.60	0.60	223.52	15.79	8.66	1.82
	p-3d-0.5C	Polymer	PM	13.68	1.01	226.59	15.39	10.59	1.45
	p-B	Polymer	PM	29.82	1.20	472.36	24.41	15.16	1.61
G4	p-L	Polymer	PM	13.46	0.64	228.14	11.86	8.10	1.46
	p-F	Polymer	PM	9.52	0.64	200.76	10.27	8.07	1.27

Figure 9. Load displacement curve for (p-S& p-0-C& P-d-C& p-3d-C).

Figure 10. Load displacement curve for specimens (p-S & p-0-0.5C & P-d-0.5C & p-3d-0.5C).

Figure 11. Load displacement curve for specimens (p-0-C & p-B & p-L & p-F).

Figure 12. Response of concrete to uniaxial loading in a) tension b) compression.

Figure 13. Stress-strain relationship for steel reinforcement.

Table 6. Comparison between experimental and theoretical results.

Group	Specimen No.	Type of Concrete	Vu Exp. (kN)	Δu Exp. (mm)	Vu Theo. (kN)	Δu Theo. (mm)	$\frac{{\mathrm{V}}_{\mathrm{u}\mathrm{Theo}}}{{\mathrm{V}}_{\mathrm{u}\mathrm{Exp}}.}$	$\frac{{{\mathrm{\Delta }}_u}_{\mathit{Theo}}.}{{{\mathrm{\Delta }}_u}_{\mathit{Exp}}.}$	Vu (kN) ‘ECP’	Vu (kN) ‘ACI’
Control	CO-S	O.C	360.50	15.00	362.81	15.50	1.01	1.03	169.58	145.50
	CO-0-C	O.C	195.90	9.95	190.66	9.99	0.97	1.00	113.06	97.00
	p-S	Polymer	228.90	13.67	225.63	16.19	0.99	1.18	169.58	145.50
G1	p-0-C	Polymer	153.80	13.48	151.63	13.55	0.99	1.01	113.06	97.00
	p-0-0.5C	Polymer	185.90	13.92	198.19	14.04	1.07	1.01	141.32	121.25
G2	P-d-C	Polymer	195.40	18.08	192.43	18.35	0.98	1.02	127.19	109.12
	P-d-0.5C	Polymer	214.23	11.14	213.95	11.95	0.99	1.07	148.39	127.31
G3	p-3d-C	Polymer	223.52	15.79	220.68	15.84	0.99	1.00	148.39	127.31
	p-3d-0.5C	Polymer	226.59	15.39	226.20	15.32	0.99	0.99	158.99	136.41

Table 7. Experimental and theoretical curves and failure mode shape.

Specimen	Experimental & Theoretical Curve	Experimental	Finite Element Model
CO-S
CO-0-C
P-S
p-0-C
p-0-0.5C
Specimen	Experimental & Theoretical Curve	Experimental	Finite Element Model
P-d-C
P-d-0.5C
p-3d-C
p-3d-0.5C