[1111 B. R. C. Elstner and E. Hognestadt, “Shearing strength of reinforced concrete slabs,” ACI J. Proc., vol. 53, no. 7, pp. 29–58, 1956, http://dx.doi.org/10.14359/11501. http://dx.doi.org/10.14359/11501...
] |
A-1b |
365 |
0.96 |
1.10 |
1.24 |
1.18 |
1.03 |
1.02 |
A-1c |
356 |
0.89 |
1.03 |
1.13 |
1.10 |
0.96 |
0.98 |
A-1d |
351 |
0.81 |
0.94 |
0.99 |
1.00 |
0.87 |
0.90 |
A-1e |
356 |
1.01 |
1.16 |
1.35 |
1.24 |
1.08 |
1.00 |
A-2b |
400 |
0.94 |
1.17 |
1.62 |
1.21 |
1.06 |
1.02 |
A-2c |
467 |
0.88 |
1.10 |
1.37 |
1.09 |
0.95 |
0.87 |
A-7b |
512 |
1.06 |
1.33 |
1.73 |
1.34 |
1.17 |
1.11 |
A-3b |
445 |
0.87 |
1.24 |
1.67 |
1.17 |
1.03 |
0.94 |
A-3c |
534 |
0.99 |
1.41 |
1.85 |
1.31 |
1.15 |
1.03 |
A-3d |
547 |
0.93 |
1.33 |
1.66 |
1.19 |
1.05 |
0.93 |
A-4 |
400 |
0.89 |
1.03 |
1.05 |
1.07 |
0.93 |
0.96 |
A-5 |
534 |
0.95 |
1.19 |
1.42 |
1.15 |
1.00 |
0.86 |
B-9 |
505 |
0.97 |
1.13 |
1.36 |
1.18 |
0.97 |
0.95 |
B-14 |
578 |
0.93 |
1.24 |
1.45 |
1.13 |
0.95 |
1.03 |
[1212 P. Regan, Behaviour of Reinforced Concrete Flat Slabs. London, United Kingdom: Constr. Ind. Res. Inf. Assoc., 1981.] |
I/2 |
176 |
0.91 |
1.18 |
1.28 |
1.40 |
1.22 |
1.09 |
II/1 |
825 |
1.00 |
1.00 |
1.16 |
1.26 |
1.10 |
0.92 |
II/2 |
390 |
1.04 |
1.17 |
1.37 |
1.32 |
1.15 |
1.03 |
II/3 |
365 |
0.96 |
1.08 |
1.27 |
1.33 |
1.16 |
0.95 |
II/4 |
117 |
1.01 |
1.40 |
1.65 |
1.34 |
1.18 |
1.16 |
II/5 |
105 |
0.90 |
1.25 |
1.46 |
1.28 |
1.12 |
1.03 |
II/6 |
105 |
0.89 |
1.23 |
1.42 |
1.33 |
1.16 |
1.01 |
[1313 H. Marzouk and A. Hussein, “Experimental investigation on the behavior of high-strength concrete slabs,” ACI Struct. J., vol. 88, no. 6, pp. 701–713, Nov./Dec. 1991.] |
HS2 |
249 |
0.91 |
1.11 |
0.96 |
1.22 |
1.06 |
1.02 |
HS3 |
356 |
1.09 |
1.33 |
1.38 |
1.39 |
1.21 |
0.90 |
HS4 |
418 |
1.16 |
1.46 |
1.79 |
1.48 |
1.30 |
1.05 |
HS7 |
356 |
1.17 |
1.43 |
1.33 |
1.53 |
1.33 |
1.03 |
HS8 |
436 |
1.02 |
1.17 |
1.22 |
1.25 |
1.09 |
0.98 |
HS9 |
543 |
1.08 |
1.24 |
1.46 |
1.31 |
1.15 |
0.98 |
HS10 |
645 |
1.12 |
1.30 |
1.67 |
1.36 |
1.19 |
1.10 |
HS12 |
258 |
1.15 |
1.54 |
1.45 |
1.60 |
1.39 |
1.13 |
HS13 |
267 |
1.12 |
1.50 |
1.58 |
1.52 |
1.33 |
0.89 |
HS14 |
498 |
1.30 |
1.59 |
1.47 |
1.60 |
1.40 |
0.97 |
HS15 |
560 |
1.27 |
1.55 |
1.33 |
1.54 |
1.34 |
1.11 |
NS1 |
320 |
1.15 |
1.41 |
1.59 |
1.47 |
1.28 |
0.98 |
[1414 A. Tomaszewicz, High-Strength Concrete. SP2 – Plates and Shells. Report 2.3 Punching Shear Capacity of Reinforced Concrete Slabs. Trondheim, Norway: SINTEF, 1993. [Report no. STF70 A93082].] |
ND65-2-1 |
1200 |
1.09 |
1.09 |
1.53 |
1.38 |
1.21 |
1.00 |
ND95-1-1 |
2250 |
1.15 |
1.15 |
1.45 |
1.40 |
1.22 |
0.99 |
ND95-1-3 |
2400 |
1.01 |
1.09 |
1.49 |
1.23 |
1.07 |
0.87 |
ND95-2-1 |
1100 |
0.92 |
0.92 |
1.25 |
1.17 |
1.03 |
0.86 |
ND95-2-1D |
1300 |
1.10 |
1.10 |
1.50 |
1.39 |
1.22 |
1.01 |
ND95-2-3 |
1450 |
1.05 |
1.15 |
1.64 |
1.34 |
1.18 |
0.97 |
ND95-2-3D |
1250 |
0.94 |
1.03 |
1.49 |
1.21 |
1.06 |
0.86 |
ND95-2-3D+ |
1450 |
1.02 |
1.11 |
1.57 |
1.30 |
1.14 |
0.94 |
ND95-3-1 |
330 |
1.03 |
1.29 |
1.62 |
1.30 |
1.14 |
1.10 |
ND115-1-1 |
2450 |
1.14 |
1.14 |
1.36 |
1.39 |
1.21 |
1.01 |
ND115-2-1 |
1400 |
1.06 |
1.06 |
1.38 |
1.35 |
1.18 |
0.97 |
ND115-2-3 |
1550 |
1.06 |
1.15 |
1.60 |
1.34 |
1.17 |
0.97 |
[1515 S. Guandalini, O. L. Burdet, and A. Muttoni, “Punching tests of slabs with low reinforcement ratios,” ACI Struct. J., vol. 106, pp. 87–95, 2009, http://dx.doi.org/10.14359/56287. http://dx.doi.org/10.14359/56287...
] |
PG-1 |
1023 |
1.08 |
1.08 |
1.48 |
1.41 |
1.23 |
1.11 |
PG-11 |
763 |
0.97 |
0.97 |
1.03 |
1.31 |
1.14 |
0.98 |
PG-6 |
238 |
0.87 |
1.07 |
1.40 |
1.19 |
1.04 |
0.84 |
PG-7 |
241 |
1.05 |
1.27 |
1.33 |
1.43 |
1.24 |
1.11 |
[1616 S. Teng, H. K. Cheong, K. L. Kuang, and J. Z. Geng, “Punching shear strength of slabs with openings and supported on rectangular columns,” ACI Struct. J., vol. 101, no. 5, pp. 678–687, 2004.] |
OC11 |
423 |
0.87 |
0.99 |
1.30 |
1.19 |
1.04 |
1.12 |
[1717 R. B. Gomes and P. E. Regan, “Punching resistance of RC flat slabs with shear reinforcement,” J. Struct. Eng., vol. 125, pp. 684–692, Jun. 1999.] |
1 |
560 |
0.84 |
0.89 |
1.16 |
1.14 |
1.00 |
0.91 |
1A |
587 |
0.87 |
0.93 |
1.20 |
1.19 |
1.04 |
0.95 |
[1818 A. E. G. Coelho, “Puncionamento em lajes cogumelo de concreto armado com resistência de 30 MPa e armadura de cisalhamento vertical e inclinada,” Master thesis, Univ. Brasília, Brasília, Brazil, 1999. [Online]. Available: https://repositorio.unb.br/handle/10482/37408 https://repositorio.unb.br/handle/10482/...
] |
L1 |
316 |
1.15 |
1.35 |
1.77 |
1.48 |
1.30 |
1.08 |
[1919 J. L. P. Melges, “Análise experimental da punção em lajes de concreto armado e protendido,” Doctoral dissertation, Univ. São Paulo, São Carlos, Brazil, 2001, http://dx.doi.org/10.11606/T.18.2001.tde-07062006-152744. http://dx.doi.org/10.11606/T.18.2001.tde...
] |
M1 |
441 |
0.99 |
1.09 |
1.48 |
1.28 |
1.12 |
1.15 |
[2020 T. H. Musse, “Punção em lajes cogumelo: fibras de aço e armadura de cisalhamento,” Ph.D. dissertation, Escola Eng. Civil, Univ. Fed. Goiás, Goiânia, Brazil, 2004.] |
L1 |
309 |
1.11 |
1.38 |
1.63 |
1.47 |
1.29 |
1.00 |
[2121 B. Adetifa and M. A. Polak, “Retrofit of slab column interior connections using shear bolts,” ACI Struct. J., vol. 102, pp. 268–274, 2005, http://dx.doi.org/10.14359/14278. http://dx.doi.org/10.14359/14278...
] |
SB1 |
253 |
0.98 |
1.23 |
1.35 |
1.32 |
1.06 |
0.99 |
[2222 J. Sagaseta, L. Tassinari, M. F. Ruiz, and A. Muttoni, “Punching of flat slabs supported on rectangular columns,” Eng. Struct., vol. 77, pp. 17–33, Oct. 2014, http://dx.doi.org/10.1016/j.engstruct.2014.07.007. https://doi.org/10.1016/j.engstruct.2014...
] |
PT31 |
1433 |
1.09 |
1.09 |
1.32 |
1.42 |
1.27 |
0.97 |
[2323 M. G. Marques, “Punção em lajes lisas de concreto armado com aberturas adjacentes ao pilar e armadura de cisalhamento,” Doctoral dissertation, Facul. Eng. Civil, Arquit. Urban., Univ. Estadual Campinas, Campinas, Brazil, 2018. [Online]. Available: https://hdl.handle.net/20.500.12733/1635317 https://hdl.handle.net/20.500.12733/1635...
] |
LR |
232.3 |
0.84 |
1.04 |
1.28 |
1.11 |
0.97 |
0.89 |
[2424 E. A. P. Liberati, “Análise de confiabilidade de lajes lisas de concreto armado submetidas à punção,” Doctoral dissertation, Facul. Eng. Civil, Arquit. Urban., Univ. Estadual Campinas, Campinas, Brazil, 2019. [Online]. Available: https://hdl.handle.net/20.500.12733/1635891 https://hdl.handle.net/20.500.12733/1635...
] |
LR_A |
249.9 |
0.89 |
1.12 |
1.37 |
1.24 |
1.08 |
1.01 |
LR_B |
216.4 |
0.78 |
0.98 |
1.20 |
1.09 |
0.95 |
0.85 |
LR_C |
259.2 |
0.92 |
1.15 |
1.40 |
1.28 |
1.11 |
0.98 |
[2525 A. W. Lima, “Estudo experimental e analítico de punção em lajes lisas de concreto armado utilizando polímeros reforçados com fibra de carbono (PRFC) como armadura de cisalhamento,” Master thesis, Facul. Technol., Univ. Brasília, Brasília, Brazil, 2012. [Online]. Available: https://repositorio.unb.br/handle/10482/11167 https://repositorio.unb.br/handle/10482/...
] |
L0-01 |
571 |
0.84 |
0.92 |
1.02 |
1.00 |
0.87 |
1.12 |
[2626 M. P. Ferreira, “Punção em lajes lisas de concreto armado com armaduras de cisalhamento e momentos desbalanceados,” Doctoral dissertation, Univ. Brasília, Brasília, Brazil, 2010. [Online]. Available: https://repositorio.unb.br/handle/10482/8965 https://repositorio.unb.br/handle/10482/...
] |
LS-05 |
779 |
1.07 |
1.17 |
1.30 |
1.34 |
1.17 |
1.05 |
[2727 T. Clément, A. P. Ramos, M. Fernández Ruiz, and A. Muttoni, “Influence of prestressing on the punching strength of post-tensioned slabs,” Eng. Struct., vol. 72, pp. 56–69, Aug. 2014, http://dx.doi.org/10.1016/j.engstruct.2014.04.034. http://dx.doi.org/10.1016/j.engstruct.20...
] |
PG19 |
860 |
0.97 |
0.97 |
0.99 |
1.30 |
1.13 |
0.97 |
PG20 |
1094 |
0.98 |
0.98 |
1.23 |
1.24 |
1.08 |
0.96 |
|
|
Mean |
1.00 |
1.17 |
1.40 |
1.29 |
1.13 |
0.99 |
|
|
CoV |
0.11 |
0.14 |
0.15 |
0.11 |
0.11 |
0.08 |