Slabs strengthened for punching shear with post-installed steel and CFRP connectors

Structural accidents due to punching shear failures have been reported in flat slab buildings. Design recommendations presented by codes can lead to entirely different punching shear resistance estimates for similar situations. Furthermore, design codes do not present guidelines for the design of punching shear strengthening of existing slabs. This paper uses a database with 118 experimental results to discuss the performance of theoretical estimates of punching shear resistance using ACI 318, Eurocode 2 and ABNT NBR 6118 in the case of slabs without shear reinforcement. Another database with results of 62 tests on slabs strengthened with post-installed steel and CFRP dowels is used to evaluate the performance of these strengthening techniques and to propose adaptations in codes to allow their use in punching shear strengthening situations of existing slab-column connections.

Keywords:
flat slabs, punching shear, structural strengthening; CFRP, post-installed steel connectors

Authorship

M. J. M. PEREIRA FILHO

University of Brasília, Brasília, DF, Brazil; manoelmangabeira1990@gmail.comUniversity of BrasíliaBrazilBrasília, DF, BrazilUniversity of Brasília, Brasília, DF, Brazil; manoelmangabeira1990@gmail.com

http://orcid.org/0000-0001-9622-3863

M. V. P. FREITAS

Federal University of Pará, Tucuruí, PA, Brazil. mvpengenharia@hotmail.com eng.prof.santos@gmail.com alex_aj_nascimento@hotmail.com mpina@ufpa.brFederal University of ParáBrazilTucuruí, PA, BrazilFederal University of Pará, Tucuruí, PA, Brazil. mvpengenharia@hotmail.com eng.prof.santos@gmail.com alex_aj_nascimento@hotmail.com mpina@ufpa.br

http://orcid.org/0000-0001-9333-2183

D. F. A. SANTOS

http://orcid.org/0000-0001-9306-5660

A. J. C. NASCIMENTO

http://orcid.org/0000-0002-9989-6585

M. P. FERREIRA

http://orcid.org/0000-0001-8905-9479

SCIMAGO INSTITUTIONS RANKINGS

Figures | Tables

Figures (16)
Tables (5)

Code	Slabs without shear reinforcement	Slabs strengthened for shear
ACI 318	$\begin{array}{l} V_{R d c} = Ø \cdot τ_{R c} \cdot u_{1} \cdot d \\ τ_{R c} = \min {\begin{cases} 0.083 \cdot (40 \cdot d / u_{1} + 2) \cdot \sqrt{f_{c}'} \\ 0.17 \cdot (1 + 2 / [a / b]) \cdot \sqrt{f_{c}'} \\ 0.33 \cdot \sqrt{f_{c}'} \end{cases} \\ Ø = 0.75 \end{array}$	$\begin{array}{l} V_{R d} = \min {\begin{cases} V_{R d c s} = η_{c} \cdot V_{R d c} + Ø \cdot A_{s w} \cdot σ_{w d} \cdot (d / s_{r}) \\ V_{R d o u t} = Ø \cdot 0.17 \cdot \sqrt{f_{c}'} \cdot u_{o u t} \cdot d \\ V_{R d \max} = k_{s y s} \cdot V_{R d c} \end{cases} \\ σ_{w d} = {\begin{cases} f_{y w} \leq 420 M P a (s t e e l c o n n e c t o r s) \\ 0.004 \cdot E_{C F R P} \leq 0.75 \cdot ε_{f u} \cdot E_{C F R P} (C F R P) \end{cases} \\ η_{c} = {\begin{cases} 0.50 (C F R P) \\ 0.75 (s t e e l c o n n e c t o r s) \end{cases} \\ k_{s y s} = {\begin{cases} 1.5 (C F R R P) \\ 2.0 (s t e e l c o n n e c t o r s) \end{cases} \end{array}$
Eurocode 2	$\begin{array}{l} V_{R d c} = τ_{R d c} \cdot u_{1} \cdot d \geq v_{\min} \cdot u_{1} \cdot d \\ τ_{R d c} = \frac{0.18}{γ_{c}} \cdot k \cdot {(100 \cdot ρ \cdot f_{c}_{k})}^{1 / 3} \\ W h e r e : \\ v_{\min} = 0.035 \cdot k^{2 / 3} \cdot \sqrt{f_{c}_{k}} \\ k = 1 + \sqrt{200 / d} \leq 2 \\ ρ \leq 0.02 \\ γ_{c} = 1.5 \end{array}$	$\begin{array}{l} V_{R d} = \min {\begin{cases} V_{R d c s} = 0.75 \cdot V_{R d c} + A_{s w} \cdot σ_{w d} \cdot (1.5 \cdot d / s_{r}) \leq 1.5 \cdot V_{R d c} \\ V_{R d o u t} = \frac{0.18}{γ_{c}} \cdot k \cdot {(100 \cdot ρ \cdot f_{c k})}^{1 / 3} \cdot u_{o u t} \cdot d \\ V_{R d \max} = \frac{0.24}{γ_{c}} \cdot f_{c k} \cdot (1 - f_{c}_{k} / 250) \cdot u_{0} \cdot d \end{cases} \\ σ_{w d} = {\begin{cases} (250 + 0.25 \cdot d) \leq \frac{f_{y w}}{γ_{s}} (s t e e l c o n n e c t o r s) \\ \frac{0.004 \cdot E_{C F R P}}{γ_{C F R P}} \leq \frac{0.75 \cdot ε_{f u} \cdot E_{C F R P}}{γ_{C F R P}} (C F R P) \end{cases} \\ γ_{s} = 1.30 (\begin{array}{l} v a l u e s u g g e s t e d b y t h e a u t h o r s i n t h e a b s e n c e o f \\ \exp e r i m e n t a l v a l i d a t i o n f o r e a c h t y p e o f s t r e n g t h e n i n g \end{array}) \\ γ_{C F R P} = {\begin{cases} 1.20 f o r a p p l i c a t i o n s w i t h h i g h \deg r e e o f q u a l i t y c o n t r o l \\ 1.35 f o r a p p l i c a t i o n s w i t h n o r m a l q u a l i t y c o n t r o l o r \\ u n d e r d i f f i c u l t o n - s i t e w o r k i n g c o n d i t i o n s \end{cases} \end{array}$
NBR 6118	$\begin{array}{l} V_{R d c} = τ_{R d c} \cdot u_{1} \cdot d \\ τ_{R d c} = \frac{0.182}{γ_{c}} \cdot k \cdot {(100 \cdot ρ \cdot f_{c}_{k})}^{1 / 3} \\ w h e r e : \\ k = 1 + \sqrt{200 / d} \\ γ_{c} = 1.4 \end{array}$	$\begin{array}{l} V_{R d} = \min {\begin{cases} V_{R d c s} = 0.77 \cdot V_{R d c} + A_{s w} \cdot σ_{w d} \cdot (1.5 \cdot d / s_{r}) \leq 1.5 \cdot V_{R d c} \\ V_{R d o u t} = \frac{0.182}{γ_{c}} \cdot (1 + \sqrt{200 / d}) \cdot {(100 \cdot ρ \cdot f_{c k})}^{1 / 3} \cdot u_{o u t} \cdot d \\ V_{R d \max} = \frac{0.324}{γ_{c}} \cdot f_{c k} \cdot (1 - f_{c k} / 250) \cdot u_{0} \cdot d \end{cases} \\ \cdot s t e e l c o n n e c t o r \\ σ_{w d} = {\begin{cases} f_{y w d} \leq \frac{345}{γ_{s}} M P a f o r h \leq 150 m m \\ f_{y w d} \leq \frac{228.75 + 0.775 \cdot h}{γ_{s}} \leq \frac{500}{γ_{s}} M P a f o r h > 150 m m \end{cases} \\ \cdot C F R P c o n n e c t o r \\ σ_{w d} = \frac{0.004 \cdot E_{C F R P}}{γ_{C F R P}} \leq \frac{0.75 \cdot ε_{f u} \cdot E_{C F R P}}{γ_{C F R P}} \\ γ_{s} = 1.30 (\begin{array}{l} v a l u e s u g g e s t e d b y t h e a u t h o r s i n t h e a b s e n c e o f \\ \exp e r i m e n t a l v a l i d a t i o n f o r e a c h t y p e o f s t r e n g t h e n i n g \end{array}) \\ γ_{C F R P} = {\begin{cases} 1.20 f o r a p p l i c a t i o n s w i t h h i g h \deg r e e o f q u a l i t y c o n t r o l \\ 1.35 f o r a p p l i c a t i o n s w i t h n o r m a l q u a l i t y c o n t r o l o r \\ u n d e r d i f f i c u l t o n - s i t e w o r k i n g c o n d i t i o n s \end{cases} \end{array}$

Author	Nº of slabs	Slabs remaining after the filter
Author	Nº of slabs	d < 85 mm	f_c < 20 MPa	f_ys < 300 MPa and f_ys > 700 MPa	Lack of information
Elstner and Hognestad (1956) [²⁹[29] ELSTER e HOGNESTAD. Shear Strength of Reinforced Concrete Slabs. ACI Journal, Proceedings. V. 53, No 1 Julho. 1956.]	24	24	19	17	17
Kinnunem and Nylander (1960) [³⁰[30] KINNUNEN, S. e NYLANDER, H. Punching of Concrete Slabs Without Shear Reinforcement. Transactions Nº 158, Royal Institute of Technology, Stockholm. 1960.]	12	12	12	12	4
Moe (1961) [³¹[31] MOE, J. Shearing Strength of Reinforced Concrete Slabs and Footings under Concentrated Loads. Bulletin Nº D47, Portland Cement Association Research and Development Laboratories, Illinois. 1961.]	13	13	13	11	5
Bernaert and Puech (1966) [³²[32] BERNAERT, M., PUECH, M. Compte Rendu des Travaux du Groupe de Travail Poinçonnement. Comité Européen du Béton: Dalles, Structures planes. CEB-Bull. d´Information No. 57, Paris. 1966.]	20	20	13	6	6
Manterola (1966) [³³[33] MANTEROLA, M. Poinçonnement de Dalles Sans Armature D’effort Tranchant. Comité EuroPéEN du Béton: Dalles, Structures Planes, CEB-Bull d’Information No 58, Paris. 1966.]	12	12	12	3	3
Yitzhaki (1966) [³⁴[34] YITZHAKI, D. Punching Strength of Reinforced Concrete Slabs. ACI Journal Proceedings. Vol. 66, pp 527-540. 1966.]	16	0	0	0	0
Mowrer and Vanderbilt (1967) [³⁵[35] MOWRER, R. D. e VANDERBILT, M. D. Shear Strength of Lightweight Aggregate Reinforced Concrete Flat Plates. Journal of the American Concrete Institute. 1968.]	25	0	0	0	0
Schaeidt et al. (1970) [³⁶[36] SCHAEIDT, W., LADNER, M., ROSLI, A. Berechung von Flachdecken auf Durchstanzen. Eidgenossische Materialprufugs- und Versuchsanstalt, Dubendorf. 1970.]	1	1	1	1	1
Vanderbilt (1972) [³⁷[37] VANDERBILT, M. D. Shear Strength of Continous Plates. Journal of the Structural Division, Proceeding of the American Society of Civil Engineers. 1972.]	15	0	0	0	0
Ladner (1973) [³⁸[38] LADNER, M. Einflub der MaBstabgroBe bei Durchstanzversuche - Ableitung Eines Begrundeten Ubertragunggesetzes. Material und Technik. 1973.]	1	1	1	1	1
Marti et al. (1977) [³⁹[39] MARTI, P., PRALONG, J., THURLIMANN, B. Schubversuche an Stahlbeton-Platen. IBKonstruktion Bericht Nr. 7305-2, ETH Zurich, Birkhauser, Basel. 1977.]	1	1	1	1	1
Kinnunen et al. (1978) [⁴⁰[40] KINNUNEN, S.; NYLANDER, H. e TOLF, P. Investigations on punching at the division of building statics and structural engineering. Nordisk Betong. Stockholm 1978; 3:25-7. 1978.]	8	8	8	4	0
Schaefers (1978) [⁴¹[41] SCHAEFERS, U. Konstruktion, Bemessung und Sicherheit gegen Durchstanzen von Balkenlosen Stalbetondecken im Bereich der Innenstutzen. DafStb Heft 357, Beuth-Verlag, Berlim. 1978.]	2	2	2	2	2
Pralong et al. (1979) [⁴²[42] PRALONG, J., BRANDLI, W., THURLIMANN, B. Durchstanzversuche an Stahlbeton- und Spannbetonplatten. IBK-Bericht Nr. 7305-3, ETH Zurich, Birkhauser, Basel. 1979.]	1	1	1	1	1
Regan et al. (1979) [⁴³[43] REGAN, P. E., WALKER, P. R. e ZAKARIA, K. A. A. Tests of reinforced concrete flat slabs. CIRIA Project Nº. RP 220. Polytechnic of Central London. 1979.]	10	3	3	3	0
Rankin and Long (1987) [⁴⁴[44] RANKIN, G. I. B. e LONG, A. E. Predicting the Enhanced Punching Strength of Interior Slab-Column Connections. Proc. Of the Institution of Civil Eng. 1987.]	27	0	0	0	0
Regan (1986) [⁴⁵[45] REGAN, P. E. Symmetric Punching of Reinforced Concrete Slabs. Magazine of Concrete Research.1986.]	23	13	11	11	11
Tolf (1988) [⁴⁶[46] TOLF, P,. Plattjocklekens Inverkan Pa Betongplattors Hallfasthet vid Genomstansning. Forsok med cikulara plattor. TRISTA-BST Bull. 146, Institutionen for Byggnadsstatik. KTH, Stockholm, 64pp. 1988.]	8	8	8	4	4
Gardner (1990) [⁴⁷[47] GARDNER, N. J. Relationship of the Punching Shear Capacity of Reinforced Concrete Slabs with Concrete Strength. ACI Structural Journal. V. 87. No 1. Pp 66-71. 1990.]	18	9	7	0	0
Lovrovich and McLean (1990) [⁴⁸[48] LOVROVICH, J. e MCLEAN, D. Punching Shear Behavior of Slabs with Varying Span Deth Ratios. ACI Structural Journal. V. 87. pp. 507-511. 1990.]	5	0	0	0	0
Marzouk and Hussein (1991) [⁴⁹[49] MARZOUK, H. e HUSSEIN, A. Experimental Investigation on the Behavior of High-Strength Concrete Slabs. ACI Structural Journal. 1991.]	17	14	10	10	10
Ramdane (1993) [⁵⁰[50] RAMDANE, K. Punching Shear of High-Performance Concrete Slabs. Proceedings of the 4th international symposium on the utilisation of high strength high-performance concrete. Paris; 1996. p. 1015-26. 1993.]	15	15	15	15	15
Tomaszewicz (1993) [⁵¹[51] TOMASZEWICZ, A. High-Strength Concrete. SP2 - Plates and Shells. Report 2.3 Punching Shear Capacity of Reinforced Concrete Slabs. Nº STF70 A93082, SINTEF Structures and Concrete, Trondheim. 1993.]	13	13	13	13	13
Hallgren (1996) [⁵²[52] HALLGREN, M. Punching Shear Capacity of Reinforced High Strength Concrete Slabs. Tese de Doutorado, KTH Stockholm, TRITA-BKN. Bulletin No. 23, 150p. 1996.]	7	7	7	7	6
Li (2000) [⁵³[53] LI, K. K. L. Influence of size on punching shear strength of concrete slabs. Dissertação de Mestrado. McGill University. Montreal. 78 pp. 2000.]	6	6	6	6	0
Birkle and Dilger (2008) [⁵⁴[54] BIRKLE, G. e DILGER, W.H. Influence of Slab Thickness on Punching Shear Strength. ACI Structural Journal. Vol. 105, Nº 2 Março-Abril. 2008.]	3	3	3	3	3
Guandalini et al. (2009) [²²[22] GUANDALINI S., BURDET O.L., MUTTONI A. Punching tests of slabs with low reinforcement ratios. ACI Structural Journal, Vol.106, pp. 87-95. Jan.-Feb. 2009.]	11	11	11	11	11
Sundquist and Kinnunen (2004) [55]	3	3	3	0	0
Marzouk and Hossin (2007) [⁵⁶[56] MARZOUK, H, HOSSIN, M. Crack analysis of reinforced concrete two-way slabs. Research Report RCS01, Faculty of Engineering and Applied Science, Memorial University of Newfoundland, St. John’s, Newfoundland. 2007.]	8	8	8	8	0
Marzouk and Rizk (2009) [⁵⁷[57] MARZOUK, H. RIZK. Punching analysis of reinforced concrete two-way slabs. Research Report RCS01, Faculty of Engineering and Applied Science, Memorial University of Newfoundland, St. John’s, Newfoundland, Canada. 2009.]	11	11	11	11	0
Lips et al. (2012) [⁵⁸[58] LIPS, S., RUIZ, M. F. e MUTTONI, A. Experimental Investigation on the Punching Strength and the Deformation Capacity of Shear-Reinforced Slabs, ACI Structural Journal. V. 109. No 6. Pp. 889-899. 2012.]	4	4	4	4	4
Slabs remaining	340	223	203	165	118

Authors	Nº of slabs	c (mm)	Column shape	d (mm)	ρ (%)	f_c (MPa)	V_u (kN)
Elstner and Hognestad [²⁹[29] ELSTER e HOGNESTAD. Shear Strength of Reinforced Concrete Slabs. ACI Journal, Proceedings. V. 53, No 1 Julho. 1956.]	17	254-356	S	114-121	0.5-3.7	20-51	200-578
Kinnunem and Nylander [³⁰[30] KINNUNEN, S. e NYLANDER, H. Punching of Concrete Slabs Without Shear Reinforcement. Transactions Nº 158, Royal Institute of Technology, Stockholm. 1960.]	4	150-300	C	117-128	0.8-1.1	30.8-34.9	255-430
Moe [³¹[31] MOE, J. Shearing Strength of Reinforced Concrete Slabs and Footings under Concentrated Loads. Bulletin Nº D47, Portland Cement Association Research and Development Laboratories, Illinois. 1961.]	5	203-305	S	114	1.1-1.5	20.8-24.5	343-433
Bernaert and Puech [³²[32] BERNAERT, M., PUECH, M. Compte Rendu des Travaux du Groupe de Travail Poinçonnement. Comité Européen du Béton: Dalles, Structures planes. CEB-Bull. d´Information No. 57, Paris. 1966.]	6	203	S	114-124	1.0-1.7	20.6-41.4	328-439
Manterola [³³[33] MANTEROLA, M. Poinçonnement de Dalles Sans Armature D’effort Tranchant. Comité EuroPéEN du Béton: Dalles, Structures Planes, CEB-Bull d’Information No 58, Paris. 1966.]	3	100-450	S	107	0.5	26.4-34.2	175-294
Schaeidt et al. [³⁶[36] SCHAEIDT, W., LADNER, M., ROSLI, A. Berechung von Flachdecken auf Durchstanzen. Eidgenossische Materialprufugs- und Versuchsanstalt, Dubendorf. 1970.]	1	500	C	240	1.3	34.9	1662
Ladner [³⁸[38] LADNER, M. Einflub der MaBstabgroBe bei Durchstanzversuche - Ableitung Eines Begrundeten Ubertragunggesetzes. Material und Technik. 1973.]	1	226	C	109	1.2	39.7	362
Marti et al. [³⁹[39] MARTI, P., PRALONG, J., THURLIMANN, B. Schubversuche an Stahlbeton-Platen. IBKonstruktion Bericht Nr. 7305-2, ETH Zurich, Birkhauser, Basel. 1977.]	1	300	C	143	1.5	43.2	628
Schaefers [⁴¹[41] SCHAEFERS, U. Konstruktion, Bemessung und Sicherheit gegen Durchstanzen von Balkenlosen Stalbetondecken im Bereich der Innenstutzen. DafStb Heft 357, Beuth-Verlag, Berlim. 1978.]	2	120-210	C	113-170	0.6-0.8	23.1-23.3	280-460
Pralong et al. [⁴²[42] PRALONG, J., BRANDLI, W., THURLIMANN, B. Durchstanzversuche an Stahlbeton- und Spannbetonplatten. IBK-Bericht Nr. 7305-3, ETH Zurich, Birkhauser, Basel. 1979.]	1	300	C	171	1.2	32.8	626
Regan [⁴⁵[45] REGAN, P. E. Symmetric Punching of Reinforced Concrete Slabs. Magazine of Concrete Research.1986.]	11	54-250	S	93-200	0.8-1.5	29-53.3	170-825
Tolf [⁴⁶[46] TOLF, P,. Plattjocklekens Inverkan Pa Betongplattors Hallfasthet vid Genomstansning. Forsok med cikulara plattor. TRISTA-BST Bull. 146, Institutionen for Byggnadsstatik. KTH, Stockholm, 64pp. 1988.]	4	250	C	197-200	0.5-0.8	28.6-31.7	444-603
Marzouk and Hussein [⁴⁹[49] MARZOUK, H. e HUSSEIN, A. Experimental Investigation on the Behavior of High-Strength Concrete Slabs. ACI Structural Journal. 1991.]	10	150-300	S	90-120	0.7-2.1	42-80	249-645
Ramdane [⁵⁰[50] RAMDANE, K. Punching Shear of High-Performance Concrete Slabs. Proceedings of the 4th international symposium on the utilisation of high strength high-performance concrete. Paris; 1996. p. 1015-26. 1993.]	15	150	C	98-102	0.6-1.3	33.6-127	169-405
Tomaszewicz [⁵¹[51] TOMASZEWICZ, A. High-Strength Concrete. SP2 - Plates and Shells. Report 2.3 Punching Shear Capacity of Reinforced Concrete Slabs. Nº STF70 A93082, SINTEF Structures and Concrete, Trondheim. 1993.]	13	100-200	S	88-275	1.5-2.6	64.3-119.0	330-2450
Hallgren [⁵²[52] HALLGREN, M. Punching Shear Capacity of Reinforced High Strength Concrete Slabs. Tese de Doutorado, KTH Stockholm, TRITA-BKN. Bulletin No. 23, 150p. 1996.]	6	250	C	194-202	0.3-1.2	84.1-108.8	565-1041
Birkle and Dilger [⁵⁴[54] BIRKLE, G. e DILGER, W.H. Influence of Slab Thickness on Punching Shear Strength. ACI Structural Journal. Vol. 105, Nº 2 Março-Abril. 2008.]	3	250-350	S	124-260	1.1-1.5	31.4-36.2	483-1046
Guandalini et al. [²²[22] GUANDALINI S., BURDET O.L., MUTTONI A. Punching tests of slabs with low reinforcement ratios. ACI Structural Journal, Vol.106, pp. 87-95. Jan.-Feb. 2009.]	11	130-260	S	96-464	0.25-1.5	27.6-40.5	118-2153
Lips et al. [⁵⁸[58] LIPS, S., RUIZ, M. F. e MUTTONI, A. Experimental Investigation on the Punching Strength and the Deformation Capacity of Shear-Reinforced Slabs, ACI Structural Journal. V. 109. No 6. Pp. 889-899. 2012.]	4	130-340	S	193-353	1.5-1.6	30.5-42.5	1135-2491

V_u/V_R.teo	Rating	Penalty
< 0.50	Extremely dangerous	10
[0.50 - 0.65]	Dangerous	5
[0.65 - 0.85]	Low safety	2
[0.85 - 1.30]	Appropriate safety	0
[1.30 - 2.00]	Conservative	1
≥ 2.00	Extremely conservative	2

Authors	Nº slabs	Reinforcement	d (mm)	c (mm)	Column shape*	ρ (%)	f_c (MPa	Hole/ layer	Nº layers	s₀ (mm)	s_r (mm)	V_u (kN)
Binici (2003) [⁵⁹[59] BINICI, B. Punching shear strengthening of reinforced concrete slabs using fibre reinforced polymers. PhD thesis, the University of Texas at Austin, USA, 284p. 2003.]	9	S	114	304	S	1.9	28	4-8	8	29	58	595-778
Binici and Bayrak (2005) [⁶⁰[60] BINICI, B., BAYRAK, O. Upgrading of slab-column connections using fibre reinforced polymers. Engineering Structures, v. 27, p. 97-107, 2005.]	2*	S	57	150	S	0.5	24	4	8	14	29	138-154
Erdogan et al. (2010) [¹⁷[17] ERDOGAN, H.; BINICI, B.; OZCEBE, G . Improvement of punching strength of flat plates by using carbon fiber reinforced polymer (CFRP) dowels. PhD Thesis, Middle East Technical University, Ankara, Turkey, 224p. 2010.]	5	D	114	300	S	1.4	26-35	3-5	8	57-60	60-86	571-657
Erdogan et al. (2011) [⁶¹[61] ERDOGAN, H.; BINICI, B.; OZCEBE, G., Effect of column rectangularity on CFRP strengthened RC flat plates. Magazine of Concrete Research, v. 63, n.7, p. 511-525, 2011.]	4	D	114	125-375	S and R	1.4	29-32	3	8	57	57	571-657
Rodrigues et al. (2015) [⁶²[62] RODRIGUES, H. L. S., SILVA, P. M., OLIVEIRA, D. R. C. Flat slabs strengthened to punching with carbon fibre reinforced polymer (CFRP) dowels. Acta Scientiarum. V. 37, No 4. 2015.]	3*	D	47	150	S	1.1	40	3-4	8	23	35	105-125
Sissakis (2007) [¹⁵[15] SISSAKIS, K., SHEIKH, A. Strengthening Concrete Slabs for Punching Shear with Carbon Fiber-Reinforced Polymer Laminates. ACI Structural Journal, 2007.]	12	S	120	85	S	1.5-2.2	27-36	6-12	6-12	30	90	550-775
Santos (2014) [¹⁶[16] SANTOS, G. S. Aplicação de mantas de polímeros reforçados com fibra de carbono (PRFC) como armadura de cisalhamento em lajes lisas de concreto armado: avaliação experimental e analítica. Tese, Universidade de Brasília, DF, Brasília, 2014.]	11	D e S	135-145	300	S	1.4-1.6	44-58	8-12	6-8	70	90	818-1185
Carvalho (2001) [²⁵[25] CARVALHO. J. S. de. Lajes Cogumelo de Concreto Armado Reforçadas ao Puncionamento com Parafusos de Alta Resistência. Dissertação de Mestrado, Universidade de Brasília, DF, Brasília, 2001.]	8	C	99-107	120	S	1.2-1.5	40-44	8	2-3	49-51	49-51	301-458
Ruiz et al. (2010) [¹⁸[18] RUIZ, M. F., MUTTONI, A. e KUNZ, J. Strengthening of Flat Slabs Against Punching ShearUsing Post-Installed Shear Reinforcement, ACI Structural Journal, Vol. 107,pp. 434-442. July-Aug, 2010.]	9	C	210	260	S	1.0-1.5	28-37	4-12	3-6	150-200	125-200	974-1690
Wörle (2014) [²⁶[26] WÖRLE P. Enhanced shear punching capacity by the use of post-installed concrete screws. Engineering Structures 60, pp.]	4	C	155	300	C	2.2	36-38	8	4	59	96	612-937