Lajes reforçadas à punção com conectores de aço e PRFC pós-instalados

Acidentes estruturais por punção vêm sendo relatados em edifícios com lajes lisas. As recomendações de projeto apresentadas pelas normas podem levar a estimativas de resistência à punção divergentes para situações semelhantes. Além disso, não são apresentadas orientações para o dimensionamento do reforço à punção de lajes existentes. Este artigo utiliza um banco de dados com 118 resultados experimentais para discutir o desempenho das estimativas teóricas de resistência à punção obtidas usando o ACI 318, o Eurocode 2 e a ABNT NBR 6118 para o caso de lajes sem armadura de cisalhamento. Um outro banco de dados, com resultados de 62 ensaios em lajes reforçadas com conectores pós-instalados de aço e PRFC, é utilizado para avaliar o desempenho destas técnicas de reforço e para apresentar propostas de adaptação das recomendações destas normas para permitir seu uso em situações de reforço à punção de ligações laje-pilar existentes.

Palavras-chave:
lajes lisas; punção; reforço estrutural; PRFC; conectores pós-instalados de aço

Autoria

M. J. M. PEREIRA FILHO

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

https://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 Pará, Tucuruí, PA, Brazil. mvpengenharia@hotmail.com eng.prof.santos@gmail.com alex_aj_nascimento@hotmail.com mpina@ufpa.brFederal University of Pará, Tucuruí, PA, Brazil. mvpengenharia@hotmail.com eng.prof.santos@gmail.com alex_aj_nascimento@hotmail.com mpina@ufpa.br

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

D. F. A. SANTOS

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

A. J. C. NASCIMENTO

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

M. P. FERREIRA

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

SCIMAGO INSTITUTIONS RANKINGS

Figuras | Tabelas

Figuras (16)
Tabelas (5)

Método	Lajes sem armadura de cisalhamento	Lajes reforçadas ao cisalhamento
ACI 318	$\begin{array}{l} V_{R d c} = Ø \cdot τ_{R c} \cdot u_{1} \cdot d \\ τ_{R c} = \min {\begin{cases} 0,083 \cdot (40 \cdot d / u_{1} + 2) \cdot \sqrt{f_{c}'} \\ 0,17 \cdot (1 + 2 / [a / b]) \cdot \sqrt{f_{c}'} \\ 0,33 \cdot \sqrt{f_{c}'} \end{cases} \\ Ø = 0,75 \end{array}$	$\begin{array}{l} V_{R d} = \min {\begin{cases} V_{R d c s} = η_{c} \cdot V_{R d c} + Ø \cdot A_{s w} \cdot σ_{w} \cdot (d / s_{r}) \\ V_{R d o u t} = Ø \cdot 0,17 \cdot \sqrt{f_{c}'} \cdot u_{o u t} \cdot d \\ V_{R d \max} = k_{s y s} \cdot V_{R d c} \end{cases} \\ σ_{w} = {\begin{cases} f_{y w} \leq 420 M P a (c o n e c t o r e s d e a ç o) \\ 0,004 \cdot E_{P R F C} \leq 0,75 \cdot ε_{f u} \cdot E_{P R F C} (P R F C) \end{cases} \\ η_{c} = {\begin{cases} 0,50 (P R F C) \\ 0,75 (c o n e c t o r e s d e a ç o) \end{cases} \\ k_{s y s} = {\begin{cases} 1,5 (P R F C) \\ 2,0 (c o n e c t o r e s d e a ç o) \end{cases} \end{array}$
Eurocode 2	$\begin{array}{l} V_{R d c} = τ_{R d c} \cdot u_{1} \cdot d \geq v_{\min} \cdot u_{1} \cdot d \\ τ_{R d c} = \frac{0,18}{γ_{c}} \cdot k \cdot {(100 \cdot ρ \cdot f_{c}_{k})}^{1 / 3} \\ O n d e : \\ v_{\min} = 0,035 \cdot k^{2 / 3} \cdot \sqrt{f_{c}_{k}} \\ k = 1 + \sqrt{200 / d} \leq 2 \\ ρ \leq 0,02 \\ γ_{c} = 1,5 \end{array}$	$\begin{array}{l} V_{R d} = \min {\begin{cases} V_{R d c s} = 0,75 \cdot V_{R d c} + A_{s w} \cdot σ_{w d} \cdot (1,5 \cdot d / s_{r}) \leq 1,5 \cdot V_{R d c} \\ V_{R d o u t} = \frac{0,18}{γ_{c}} \cdot k \cdot {(100 \cdot ρ \cdot f_{c k})}^{1 / 3} \cdot u_{o u t} \cdot d \\ V_{R d \max} = \frac{0,24}{γ_{c}} \cdot f_{c k} \cdot (1 - f_{c}_{k} / 250) \cdot u_{0} \cdot d \end{cases} \\ σ_{w d} = {\begin{cases} (250 + 0,25 \cdot d) \leq \frac{f_{y w}}{γ_{s}} (c o n e c t o r e s d e a ç o) \\ \frac{0,004 \cdot E_{P R F C}}{γ_{P R F C}} \leq \frac{0,75 \cdot ε_{f u} \cdot E_{P R F C}}{γ_{P R F C}} (P R F C) \end{cases} \\ γ_{s} = 1,30 (\begin{array}{l} v a l o r s u g e r i d o p e l o s a u t o r e s n a a u s e n c i a d e v a l i d a ç ã o \\ \exp e r i m e n t a l p a r a c a d a t i p o d e r e f o r ç o . \end{array}) \\ γ_{P R F C} = {\begin{cases} 1,20 p a r a a p l i c a ç õ e s c o m c o n t r o l e r i g o r o s o d e c o r t e e c o l a g e m \\ 1,35 p a r a a p l i c a ç õ e s c o m c o n t r o l e n o r m a l d e c o r t e e c o l a g e m \\ o u q u a n d o o c o r r e m d i f i c u l d a d e s d e m o n t a g e m " i n l o c o " . \end{cases} \end{array}$
NBR 6118	$\begin{array}{l} V_{R d c} = τ_{R d c} \cdot u_{1} \cdot d \\ τ_{R d c} = \frac{0,182}{γ_{c}} \cdot k \cdot {(100 \cdot ρ \cdot f_{c}_{k})}^{1 / 3} \\ O n d e : \\ k = 1 + \sqrt{200 / d} \\ γ_{c} = 1,4 \end{array}$	$\begin{array}{l} V_{R d} = \min {\begin{cases} V_{R d c s} = 0,77 \cdot V_{R d c} + A_{s w} \cdot σ_{w d} \cdot (1,5 \cdot d / s_{r}) \leq 1,5 \cdot V_{R d c} \\ V_{R d o u t} = \frac{0,182}{γ_{c}} \cdot (1 + \sqrt{200 / d}) \cdot {(100 \cdot ρ \cdot f_{c k})}^{1 / 3} \cdot u_{o u t} \cdot d \\ V_{R d \max} = \frac{0,324}{γ_{c}} \cdot f_{c k} \cdot (1 - f_{c k} / 250) \cdot u_{0} \cdot d \end{cases} \\ \cdot C o n e c t o r e s d e a ç o \\ σ_{w d} = {\begin{cases} f_{y w d} \leq \frac{345}{γ_{s}} M P a p a r a h \leq 150 m m \\ f_{y w d} \leq \frac{228,75 + 0,775 \cdot h}{γ_{s}} \leq \frac{500}{γ_{s}} M P a p a r a h > 150 m m \end{cases} \\ \cdot P R F C \\ σ_{w d} = \frac{0,004 \cdot E_{P R F C}}{γ_{P R F C}} \leq \frac{0,75 \cdot ε_{f u} \cdot E_{P R F C}}{γ_{P R F C}} \\ γ_{s} = 1,30 (\begin{array}{l} v a l o r s u g e r i d o p e l o s a u t o r e s n a a u s e n c i a d e v a l i d a ç ã o \\ \exp e r i m e n t a l p a r a c a d a t i p o d e r e f o r ç o . \end{array}) \\ γ_{P R F C} = {\begin{cases} 1,20 p a r a a p l i c a ç õ e s c o m c o n t r o l e r i g o r o s o d e c o r t e e c o l a g e m \\ 1,35 p a r a a p l i c a ç õ e s c o m c o n t r o l e n o r m a l d e c o r t e e c o l a g e m \\ o u q u a n d o o c o r r e m d i f i c u l d a d e s d e m o n t a g e m " i n l o c o " . \end{cases} \end{array}$

Autores	Nº de lajes	Lajes restantes após o filtro
Autores	Nº de lajes	d < 85 mm	f_c < 20 MPa	f_ys < 300 MPa e f_ys > 700 MPa	Ausência de informação
Elstner e 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 e 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 e 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 e 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 e 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 e 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 e 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 e 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 e Kinnunen (2004) [⁵⁵[55] SUNDQUIST H, KINNUNEN S. The effect of column head and drop panels on the punching capacity of flat slabs. Bulletin No. 82. Department of Civil and Architectural Engineering. Royal Institute of Technology. Stockholm, 24 pp. (in Swedish with summary and Figure captions in English). 2004.]	3	3	3	0	0
Marzouk e 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 e 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
Lajes restantes	340	223	203	165	118

Autores	Nº de lajes	c (mm)	Forma do pilar	d (mm)	ρ (%)	f_c (MPa)	V_u (kN)
Elstner e 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 e 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 e 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 e 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 e 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	Classificação	Penalidade
< 0,50	Extremamente perigoso	10
[0,50 - 0,65]	Perigoso	5
[0,65 - 0,85]	Baixa segurança	2
[0,85 - 1,30]	Segurança apropriada	0
[1,30 - 2,00]	Conservador	1
≥ 2,00	Extremamente conservador	2

Autores	Nº de lajes	Tipo de reforço	d (mm)	c (mm)	Forma do pilar²	ρ (%)	f_c (MPa	Furo/ Cam,	Nº Cam,	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 e 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 e 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
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