Proposed durability parameters for reinforced concrete structures with design service life between 50 years and 100 years in Brazil

Mumberger, Francine Barcellos; Tutikian, Bernardo Fonseca; Bolina, Fabrício Longhi

doi:10.1590/S1983-41952022000600003

Francine Barcellos Mumberger

Universidade do Vale do Rio dos Sinos - UNISINOS, Programa de Pós-graduação em Engenharia Civil, São Leopoldo, RS, Brasil.

http://orcid.org/0000-0001-6848-509X

Bernardo Fonseca Tutikian

Universidade do Vale do Rio dos Sinos - UNISINOS, Programa de Pós-graduação em Engenharia Civil, São Leopoldo, RS, Brasil.

http://orcid.org/0000-0003-1319-0547

Fabrício Longhi Bolina

Universidade do Vale do Rio dos Sinos - UNISINOS, Programa de Pós-graduação em Engenharia Civil, São Leopoldo, RS, Brasil.

http://orcid.org/0000-0002-0495-099X

Corresponding author: Francine Barcellos Mumberger. E-mail: barcellosfrancine@gmail.com

Conflict of interest: Nothing to declare.

Author contributions: FBM: conceptualization, formal analysis, methodology, writing; BFT e FLB: data curation, formal analysis.

Editors: Edna Possan, Mark Alexander

Figures (3)
Tables (21)

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Figure 1
- Values of $α_{c}$ coefficient between 50 years and 100 years

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Figure 2
- Variation of creep coefficient for DSLs between 50 years and 100 years

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Figure 3
- Variation of specific shrinkage deformation for DSLs between 50 years and 100 years

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Table 1
DSL estimation models

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Table 2
Relative humidity values and considerations for each EAC

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Table 3
DSL estimation models, classification level and output durability parameters

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Table 4
Output environmental parameters

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Table 5
Compression strength and minimum cover with the Possan [²⁶26 E. Possan, “Modelagem da carbonatação e previsão de vida útil de estruturas de concreto em ambiente urbano,” Ph.D. dissertation, Prog. Pós-grad. Eng. Civ., Univ. Fed. Rio Grande do Sul, Poto Alegre, 2010.] model

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Table 6
Comparison of compression strength between Possan [²⁶26 E. Possan, “Modelagem da carbonatação e previsão de vida útil de estruturas de concreto em ambiente urbano,” Ph.D. dissertation, Prog. Pós-grad. Eng. Civ., Univ. Fed. Rio Grande do Sul, Poto Alegre, 2010.] model and international reference standards

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Table 7
Compression strength and minimum cover thickness with the Andrade [²⁴24 J. J. O. Andrade, “Contribuição à previsão da vida útil das estruturas de concreto armado atacadas pela corrosão de armaduras: iniciação por cloretos,” Ph.D. dissertation, Univ. Fed. Rio Grande do Sul, Porto Alegre, 2001.] model

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Table 8
Comparison of compression strength between Andrade [²⁴24 J. J. O. Andrade, “Contribuição à previsão da vida útil das estruturas de concreto armado atacadas pela corrosão de armaduras: iniciação por cloretos,” Ph.D. dissertation, Univ. Fed. Rio Grande do Sul, Porto Alegre, 2001.] model and international reference standards

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Table 9
w/c ratio and minimum cover thickness with the Morinaga [²⁵25 S. Morinaga, “Prediction of service lives of reinforced concrete buildings based on the corrosion rate of reinforcing steel,” in Proc. 5th Int. Conf. Durability Build. Mater. Componente, 1990, 795 p.] model

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Table 10
Comparison of w/c ratio between Morinaga [²⁵25 S. Morinaga, “Prediction of service lives of reinforced concrete buildings based on the corrosion rate of reinforcing steel,” in Proc. 5th Int. Conf. Durability Build. Mater. Componente, 1990, 795 p.] model and international reference standards

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Table 11
w/c ratio and minimum cover thickness for the Clear and Hay [²³23 K. C. Clear and R. E. Hay, Time to Corroslon of Reinforcing Steel In Concrete Slabs (Report FHWA/RD-73132). Washington, D.C., 1983.] model

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Table 12
Comparison of w/c ratio between Clear and Hay [²³23 K. C. Clear and R. E. Hay, Time to Corroslon of Reinforcing Steel In Concrete Slabs (Report FHWA/RD-73132). Washington, D.C., 1983.] model and international reference standards

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Table 13
Minimum cement usage extrapolated from standards NBR 12665 [⁴⁰40 European Committee for Standardization, Eurocode 2: Design of Concrete Structures, EN 1992-1, 2004.] and BS 8500 [⁴⁷47 British Standard, Concrete Complementary British Standard to BS EN 206-1 - Part 1 : Method of Specifying and Guidance for the Specifier, BSI 8500-1, 2006.]

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Table 14
Minimum cement usage and cover thickness from the Helene [²⁰20 P. Helene, “Contribuição ao estudo da corrosão em armaduras de concreto armado,” Ph.D. dissertation, Dep. Eng. Constr. Civ., Univ. São Paulo, São Paulo, 1993.] and Tuutti [²²22 K. Tuutti, Corrosion of Steel in Concrete. Stockholm: Stockholm Royal Inst. Technol., 1982, 472 p.] models

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Table 15
Comparison of minimum cement usage Helene [²⁰20 P. Helene, “Contribuição ao estudo da corrosão em armaduras de concreto armado,” Ph.D. dissertation, Dep. Eng. Constr. Civ., Univ. São Paulo, São Paulo, 1993.] and Tuutti [²²22 K. Tuutti, Corrosion of Steel in Concrete. Stockholm: Stockholm Royal Inst. Technol., 1982, 472 p.] and international reference standards

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Table 16
Proposed average cover of all DSL models with respect to EAC and time period

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Table 17
Comparison of proposed average covers and international reference standards

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Table 18
Compilation of durability parameters for DSL between 50 years and 75 years

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Table 19
Compilation of durability parameters for DSL between 80 years and 100 years

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Table 20
Increase of variable vertical loads

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Table 21
Values for statistical wind factor S3 for DSL between 50 years and 100 years

Model	Input parameter	Output parameter
Helene [²⁰20 P. Helene, “Contribuição ao estudo da corrosão em armaduras de concreto armado,” Ph.D. dissertation, Dep. Eng. Constr. Civ., Univ. São Paulo, São Paulo, 1993.] and Tuutti [²²22 K. Tuutti, Corrosion of Steel in Concrete. Stockholm: Stockholm Royal Inst. Technol., 1982, 472 p.]	Chloride penetration depth	- Chloride ion concentration within concrete;
		- Chloride ion concentration in the surroundings;
		- Time of exposure;
		- Maximum water absorption by the concrete;
		- Concrete specific mass;
		- Cement usage.
Clear and Hay [²³23 K. C. Clear and R. E. Hay, Time to Corroslon of Reinforcing Steel In Concrete Slabs (Report FHWA/RD-73132). Washington, D.C., 1983.]	Chloride penetration depth	- Time of exposure;
		- w/c ratio;
		- Chloride ion concentration in the surroundings.
Andrade [²⁴24 J. J. O. Andrade, “Contribuição à previsão da vida útil das estruturas de concreto armado atacadas pela corrosão de armaduras: iniciação por cloretos,” Ph.D. dissertation, Univ. Fed. Rio Grande do Sul, Porto Alegre, 2001.]	Chloride penetration depth	- Average RH of the surroundings;
		- Average temperature of the surroundings;
		- Surface chloride concentration;
		- Correction factor for the type of cement;
		- Characteristic compression strength of concrete;
		- Correction factor for the mix ratio;
		- Level of additives in the concrete;
		- Exposure time.
Morinaga [²⁵25 S. Morinaga, “Prediction of service lives of reinforced concrete buildings based on the corrosion rate of reinforcing steel,” in Proc. 5th Int. Conf. Durability Build. Mater. Componente, 1990, 795 p.]	Carbonation depth	- Carbon dioxide concentration;
		- Carbonation coefficient of the protective layer;
		- Temperature of the surroundings;
		- RH of the surroundings;
		- w/c ratio;
		- Exposure time.
Possan [²⁶26 E. Possan, “Modelagem da carbonatação e previsão de vida útil de estruturas de concreto em ambiente urbano,” Ph.D. dissertation, Prog. Pós-grad. Eng. Civ., Univ. Fed. Rio Grande do Sul, Poto Alegre, 2010.]	Carbonation depth	- Characteristic axial compression strength of concrete;
		- Exposure time;
		- Level of pozzolans in the concrete;
		- Average RH of the surroundings;
		- Carbon dioxide levels in the surroundings;
		- Type of cement;
		- Rainfall exposure levels of the structure.

EAC	RH	Considerations
I	80%	Classification I represents an insignificant risk of deterioration. Consequently, the selected RH level optimizes carbonation, which is the main form of aggression.
II	70%	Classification II represents a small risk of deterioration. Consequently, the selected RH level was at the limit of optimum carbonation, which is the main form of aggression.
III	70%	Classification III represents an elevated risk of deterioration. Consequently, the selected RH level allows the transport of chloride ions.
IV	80%	Classification IV represents a high risk of deterioration. Consequently, the selected RH level was higher than for EAC III and approached chloride ion saturation.

Model	EAC	Output durability parameter
Possan [²⁶26 E. Possan, “Modelagem da carbonatação e previsão de vida útil de estruturas de concreto em ambiente urbano,” Ph.D. dissertation, Prog. Pós-grad. Eng. Civ., Univ. Fed. Rio Grande do Sul, Poto Alegre, 2010.]	I and II	Compression strength
Morinaga [²⁵25 S. Morinaga, “Prediction of service lives of reinforced concrete buildings based on the corrosion rate of reinforcing steel,” in Proc. 5th Int. Conf. Durability Build. Mater. Componente, 1990, 795 p.]	I and II	w/c ratio
Andrade [²⁴24 J. J. O. Andrade, “Contribuição à previsão da vida útil das estruturas de concreto armado atacadas pela corrosão de armaduras: iniciação por cloretos,” Ph.D. dissertation, Univ. Fed. Rio Grande do Sul, Porto Alegre, 2001.]	III and IV	Compression strength
Helene [²⁰20 P. Helene, “Contribuição ao estudo da corrosão em armaduras de concreto armado,” Ph.D. dissertation, Dep. Eng. Constr. Civ., Univ. São Paulo, São Paulo, 1993.] and Tuutti [²²22 K. Tuutti, Corrosion of Steel in Concrete. Stockholm: Stockholm Royal Inst. Technol., 1982, 472 p.]	III and IV	Minimum cement usage
Clear and Hay [²³23 K. C. Clear and R. E. Hay, Time to Corroslon of Reinforcing Steel In Concrete Slabs (Report FHWA/RD-73132). Washington, D.C., 1983.]	III and IV	w/c ratio

Model	EAC	Structural element	Temperature (°C)	RH (%)	Concentration of CO₂ (for EAC I and II) or Cl^- (for EAC III and IV)	Cover (mm)
Possan	I	Slab	-	80	0.0005%	12
	I	Beam / column	-	80	0.95%	15
	II	Slab	-	70	1.11%	15
	II	Beam / column	-	70	5.80%	20
Morinaga	I	Slab	25	80	0.0009%	9.8
	I	Beam / column	25	80	0.0021%	14.9
	II	Slab	25	70	0.0031%	14.9
	II	Beam / column	25	70	0.0056%	20
Andrade	III	Slab	25	70	0.38%	25
	III	Beam / column	25	70	0.43%	30
	IV	Slab	25	80	0.81%	35
	IV	Beam / column	25	80	0.98%	40
Helene, Tuutti	III	Slab	-	-	0.39%	25
	III	Beam / column	-	-	0.47%	30
	IV	Slab	-	-	0.62%	35
	IV	Beam / column	-	-	0.71%	40
Clear, Hay	III	Slab	-	-	80 mg/L	25
	III	Beam / column	-	-	150 mg/L	30
	IV	Slab	-	-	470 mg/L	35
	IV	Beam / column	-	-	755 mg/L	40

EAC	Structural element	f_ck (MPa)	C_mín (mm)	f_ck (MPa)	C_mín (mm)	f_ck (MPa)	C_mín (mm)
		50 years		55 years		60 years
I	Slab	20	10.0	20	12.7	20	13.3
I	Beam / column	20	15.0	20	15.6	25	11.3
II	Slab	25	15.0	30	11.4	30	12.0
II	Beam / column	25	20.0	30	15.0	30	15.7
		65 years		70 years		75 years
I	Slab	25	9.6	25	10.0	25	10.4
I	Beam / column	25	11.7	25	12.2	25	12.6
II	Slab	30	12.5	30	12.9	35	10.2
II	Beam / column	30	16.3	30	16.6	35	13.2
		80 years		85 years		90 years
I	Slab	25	10.7	25	11.0	25	11.4
I	Beam / column	25	13.0	25	13.4	30	10.2
II	Slab	35	10.6	35	10.9	35	11.2
II	Beam / column	35	13.7	35	14.1	35	14.5
		95 years		100 years
I	Slab	25	11.7	25	12.0
I	Beam / column	30	10.5	30	10.8
II	Slab	35	11.5	35	11.8
II	Beam / column	35	14.9	35	15.3

EAC	Structural element	f_ck (MPa)
		60 years		100 years
		Possan [²⁶26 E. Possan, “Modelagem da carbonatação e previsão de vida útil de estruturas de concreto em ambiente urbano,” Ph.D. dissertation, Prog. Pós-grad. Eng. Civ., Univ. Fed. Rio Grande do Sul, Poto Alegre, 2010.]	AS 3600	Possan [²⁶26 E. Possan, “Modelagem da carbonatação e previsão de vida útil de estruturas de concreto em ambiente urbano,” Ph.D. dissertation, Prog. Pós-grad. Eng. Civ., Univ. Fed. Rio Grande do Sul, Poto Alegre, 2010.]	BS 8500
I	Slab	20	20	25	20
I	Beam / column	25	25	30	20
II	Slab	30	32	35	25
II	Beam / column	30	32	35	40

EAC	Structural element	f_ck (MPa)	C_min (mm)	f_ck (MPa)	C_min (mm)	f_ck (MPa)	C_min (mm)
		50 years		55 years		60 years
III	Slab	30	25	35	22.4	35	23.4
III	Beam / column	30	30	35	26.9	35	28.1
IV	Slab	40	35	45	32.6	45	34.1
IV	Beam / column	40	40	45	37.3	45	38.9
		65 years		70 years		75 years
III	Slab	35	24.4	40	22.2	40	22.9
III	Beam / column	35	29.2	40	26.5	40	27.5
IV	Slab	45	35.5	50	33.1	50	34.3
IV	Beam / column	45	40.5	50	37.8	50	39.2
		80 years		85 years		90 years
III	Slab	40	23.7	40	24.4	45	22.3
III	Beam / column	40	28.4	40	29.2	45	26.7
IV	Slab	50	35.4	50	36.5	50	37.6
IV	Beam / column	50	40.5	50	41.7	50	42.9
		95 years		100 years
III	Slab	45	22.9	45	23.5
III	Beam / column	45	27.5	45	28.2
IV	Slab	50	38.6	50	39.6
IV	Beam / column	50	44.1	50	45.2

EAC	Structural element	f_ck (MPa)
		60 years		100 years
		Andrade [²⁴24 J. J. O. Andrade, “Contribuição à previsão da vida útil das estruturas de concreto armado atacadas pela corrosão de armaduras: iniciação por cloretos,” Ph.D. dissertation, Univ. Fed. Rio Grande do Sul, Porto Alegre, 2001.]	AS 3600	Andrade [²⁴24 J. J. O. Andrade, “Contribuição à previsão da vida útil das estruturas de concreto armado atacadas pela corrosão de armaduras: iniciação por cloretos,” Ph.D. dissertation, Univ. Fed. Rio Grande do Sul, Porto Alegre, 2001.]	BS 8500
III	Slab	35	32	45	45
III	Beam / column	35	40	45	45
IV	Slab	45	50	50	45
IV	Beam / column	45	50	50	45

EAC	Structural element	w/c	C_min (mm)	w/c	C_min (mm)	w/c	C_min (mm)
		50 years		55 years		60 years
I	Slab	0.65	10	0.60	8.5	0.60	8.9
I	Beam / column	0.65	15	0.60	12.7	0.60	13.3
II	Slab	0.60	15	0.55	13.7	0.55	14.3
II	Beam / column	0.60	20	0.55	18.4	0.55	19.2
		65 years		70 years		75 years
I	Slab	0.60	9.3	0.60	9.6	0.60	9.9
I	Beam / column	0.60	13.8	0.60	14.3	0.60	14.9
II	Slab	0.55	14.9	0.50	13.2	0.50	13.7
II	Beam / column	0.55	20.0	0.50	17.8	0.50	18.4
		80 years		85 years		90 years
I	Slab	0.55	9.0	0.55	9.3	0.55	9.6
I	Beam / column	0.55	13.5	0.55	13.9	0.55	14.3
II	Slab	0.50	14.2	0.50	14.6	0.45	12.4
II	Beam / column	0.50	19.0	0.50	19.6	0.45	16.6
		95 years		100 years
I	Slab	0.55	9.8	0.50	8.6
I	Beam / column	0.55	14.7	0.50	12.9
II	Slab	0.45	12.7	0.45	13.0
II	Beam / column	0.45	17.1	0.45	17.5

EAC	Structural element	w/c ratio
		60 years		100 years
		Morinaga [²⁵25 S. Morinaga, “Prediction of service lives of reinforced concrete buildings based on the corrosion rate of reinforcing steel,” in Proc. 5th Int. Conf. Durability Build. Mater. Componente, 1990, 795 p.]	AS 3600	Morinaga [²⁵25 S. Morinaga, “Prediction of service lives of reinforced concrete buildings based on the corrosion rate of reinforcing steel,” in Proc. 5th Int. Conf. Durability Build. Mater. Componente, 1990, 795 p.]	BS 8500
I	Slab	0.60	-	0.50	0.70
I	Beam / column	0.60	-	0.50	0.70
II	Slab	0.55	-	0.45	0.65
II	Beam / column	0.55	-	0.45	0.45

EAC	Structural element	w/c	C_min (mm)	w/c	C_min (mm)	w/c	C_min (mm)
		50 years		55 years		60 years
III	Slab	0.55	25	0.55	26.9	0.50	26.7
III	Beam / column	0.55	30	0.55	32.2	0.50	32.0
IV	Slab	0.45	35	0.45	37.8	0.40	36.8
IV	Beam / column	0.45	40	0.45	43.2	0.40	42.2
		65 years		70 years		75 years
III	Slab	0.50	28.5	0.45	27.8	0.45	29.4
III	Beam / column	0.50	34.1	0.45	33.3	0.45	35.2
IV	Slab	0.40	39.3	0.35	37.5	0.35	39.6
IV	Beam / column	0.40	45.0	0.35	42.9	0.35	45.4
		80 years		85 years		90 years
III	Slab	0.40	28.2	0.40	29.6	0.40	31.0
III	Beam / column	0.40	33.7	0.40	35.4	0.40	37.1
IV	Slab	0.35	41.8	0.35	43.9	0.35	46.0
IV	Beam / column	0.35	47.8	0.35	50.3	0.35	52.7
		95 years		100 years
III	Slab	0.40	32.4	0.40	33.8
III	Beam / column	0.40	38.8	0.40	40.5
IV	Slab	0.35	48.1	0.35	50.2
IV	Beam / column	0.35	55.1	0.35	57.4

EAC	Structural element	w/c ratio
		60 years		100 years
		Clear and Hay [²³23 K. C. Clear and R. E. Hay, Time to Corroslon of Reinforcing Steel In Concrete Slabs (Report FHWA/RD-73132). Washington, D.C., 1983.]	AS 3600	Clear and Hay [²³23 K. C. Clear and R. E. Hay, Time to Corroslon of Reinforcing Steel In Concrete Slabs (Report FHWA/RD-73132). Washington, D.C., 1983.]	BS 8500
III	Slab	0.50	-	0.40	0.35
III	Beam / column	0.50	-	0.40	0.35
IV	Slab	0.40	-	0.35	0.35
IV	Beam / column	0.40	-	0.35	0.35

EAC	Structural element	Cement usage (kg/m³)
		50 years	55 years	60 years	65 years	70 years	75 years
I	Slab	260	260	260	260	260	260
I	Beam / column	260	260	260	260	260	260
II	Slab	280	285	290	295	300	305
II	Beam / column	280	285	290	295	300	305
		80 years	85 years	90 years	95 years	100 years
I	Slab	260	260	260	260	260
I	Beam / column	260	260	260	260	260
II	Slab	310	315	325	335	340
II	Beam / column	310	315	325	335	340

EAC	Structural element	Cem. Use. (kg/m³)	C_min (mm)	Cem. Use. (kg/m³)	C_min (mm)	Cem. Use. (kg/m³)	C_min (mm)
		50 years		55 years		60 years
III	Slab	320	25	355	24.7	385	24,8
III	Beam / column	320	30	355	29.7	385	29,9
IV	Slab	360	35	395	34.9	435	34,6
IV	Beam / column	360	40	395	39.8	435	39,4
		65 years		70 years		75 years
III	Slab	415	24.9	450	24.8	450	26,5
III	Beam / column	420	29.7	450	29.8	450	32,0
IV	Slab	450	36.2	450	39.0	450	41,8
IV	Beam / column	450	41.3	450	44.4	450	47,6
		80 years		85 years		90 years
III	Slab	450	28.3	450	30.1	450	31,8
III	Beam / column	450	34.1	450	36.2	450	38,4
IV	Slab	450	44.6	450	47.4	450	50,2
IV	Beam / column	450	50.8	450	53.9	450	57,1
		95 years		100 years
III	Slab	450	33.6	450	35.4
III	Beam / column	450	40.5	450	42.6
IV	Slab	450	53.0	450	55.8
IV	Beam / column	450	60.3	450	63.5

EAC	Structural element	Minimum cement usage (kg/m³)
		60 years		100 years
		Helene [ ²⁰20 P. Helene, “Contribuição ao estudo da corrosão em armaduras de concreto armado,” Ph.D. dissertation, Dep. Eng. Constr. Civ., Univ. São Paulo, São Paulo, 1993. ] and Tuutti [ ²²22 K. Tuutti, Corrosion of Steel in Concrete. Stockholm: Stockholm Royal Inst. Technol., 1982, 472 p. ]	AS 3600	Helene [ ²⁰20 P. Helene, “Contribuição ao estudo da corrosão em armaduras de concreto armado,” Ph.D. dissertation, Dep. Eng. Constr. Civ., Univ. São Paulo, São Paulo, 1993. ] and Tuutti [ ²²22 K. Tuutti, Corrosion of Steel in Concrete. Stockholm: Stockholm Royal Inst. Technol., 1982, 472 p. ]	BS 8500
III	Slab	385	-	450	380
III	Beam / column	385	-	450	380
IV	Slab	435	-	450	380
IV	Beam / column	435	-	450	380

Average cover (mm)
EAC	Structural element	50 years	55 years	60 years	65 years	70 years	75 years	80 years	85 years	90 years	95 years	100 years
I	Slab	10.0	10.0	10.0	10.0	10.0	10.0	10.0	10.0	10.0	10.0	10.0
I	Beam / column	15.0	15.0	15.0	15.0	15.0	15.0	15.0	15.0	15.0	15.0	15.0
II	Slab	15.0	15.0	15.0	15.0	15.0	15.0	15.0	15.0	15.0	15.0	15.0
II	Beam / column	20.0	20.0	20.0	20.0	20.0	20.0	20.0	20.0	20.0	20.0	20.0
III	Slab	25.0	25.0	25.0	25.0	25.0	30.0	30.0	30.0	30.0	35.0	35.0
III	Beam / column	30.0	30.0	30.0	30.0	30.0	35.0	35.0	35.0	35.0	40.0	45.0
IV	Slab	35.0	35.0	35.0	40.0	40.0	45.0	45.0	50.0	50.0	55.0	55.0
IV	Beam / column	40.0	40.0	40.0	45.0	45.0	50.0	50.0	55.0	55.0	60.0	60.0

EAC	Structural element	Minimum cover (mm)
		60 years		100 years
		Proposed	AS 3600	Proposed	BS 8500
I	Slab	10	20	10	15
I	Beam / column	15	30	15	15
II	Slab	15	40	15	25
II	Beam / column	20	40	20	30
III	Slab	25	40	35	45
III	Beam / column	30	45	45	45
IV	Slab	35	50	55	60
IV	Beam / column	40	65	60	60

EAC	Structural element	f_ck (MPa) / Cement usage (kg/m³)
		w/c ratio / minimum cover thickness (mm)
		50 years	55 years	60 years	65 years	70 years	75 years
I	Slab	20 / 260 0.65 / 10	20 / 260 0.6 / 10	20 / 260 0.6 / 10	25 / 260 0.6 / 10	25 / 260 0.6 / 10	25 / 260 0.6 / 10
I	Beam / column	20 / 260 0.65 / 15	20 / 260 0.6 / 15	25 / 260 0.6 / 15	25 / 260 0.6 / 15	25 / 260 0.6 / 15	25 / 260 0.6 / 15
II	Slab	25 / 280 0.6 / 15	30 / 285 0.55 / 15	30 / 290 0.55 / 15	30 / 295 0.55 / 15	30 / 300 0.5 / 15	35 / 305 0.5 / 15
II	Beam / column	25 / 280 0.6 / 20	30 / 285 0.55 / 20	30 / 290 0.55 / 20	30 / 295 0.55 / 20	30 / 300 0.5 / 20	35 / 305 0.5 / 20
III	Slab	30 / 320 0.55 / 25	35 / 355 0.55 / 25	35 / 385 0.5 / 0.25	35 / 415 0.5 / 25	40 / 450 0.45 / 25	40 / 450 0.45 / 30
III	Beam / column	30 / 320 0.55 / 30	35 / 355 0.55 / 30	35 / 385 0.5 / 30	35 / 420 0.5 / 30	40 / 450 0.45 / 30	40 / 450 0.4 / 35
IV	Slab	40 / 360 0.45 / 35	45 / 395 0.45 / 35	45 / 435 0.4 / 35	45 / 450 0.4 / 40	50 / 450 0.35 / 40	50 / 450 0.3 / 45
IV	Beam / column	40 / 360 0.45 / 40	45 / 395 0.45 / 40	45 / 435 0.4 / 40	45 / 450 0.4 / 45	50 / 450 0.35 / 45	50 / 450 0.35 / 50

EAC	Structural element	f_ck (MPa) / Cement usage (kg/m³)
		w/c ratio / minimum cover (mm)
		80 years	85 years	90 years	95 years	100 years
I	Slab	25 / 260 0.55 / 10	25 / 260 0.55 / 10	25 / 260 0.55 / 10	25 / 260 0.55 / 10	25 / 260 0.55 / 10
I	Beam / column	25 / 260 0.55 / 15	25 / 260 0.55 / 15	30 / 260 0.55 / 15	30 / 260 0.55 / 15	30 / 260 0.5 / 15
II	Slab	35 / 310 0.5 / 15	35 / 315 0.5 / 15	35 / 325 0.45 / 15	35 / 335 0.45 / 15	35 / 340 0.45 / 15
II	Beam / column	35 / 310 0.5 / 20	35 / 315 0.5 / 20	35 / 325 0.45 / 20	35 / 355 0.45 / 20	35 / 340 0.45 / 20
III	Slab	40 / 450 0.4 / 30	40 / 450 0.4 / 30	45 / 450 0.4 / 30	45 / 450 0.4 / 35	45 / 450 0.4 / 35
III	Beam / column	40 / 450 0.4 / 35	40 / 450 0.4 / 35	45 / 450 0.4 / 35	45 / 450 0.4 / 40	45 / 450 0.4 / 45
IV	Slab	50 / 450 0.35 / 45	50 / 450 0.35 / 50	50 / 450 0.35 / 50	50 / 450 0.35 / 55	50 / 450 0.35 / 55
IV	Beam / column	50 / 450 0.35 / 50	50 / 450 0.35 / 55	50 / 450 0.35 / 55	50 / 450 0.35 / 60	50 / 450 0.35 / 60

n	R	p	T	Q	Fk	Load increase coefficient	% load increase with respect to 50 years
50	0.35	0.00858	116.57	2.38	3.38
55	0.35	0.00780	128.18	2.42	3.42	1.010	1.03%
60	0.35	0.00715	139.78	2.45	3.45	1.020	1.95%
65	0.35	0.00661	151.39	2.48	3.48	1.028	2.80%
70	0.35	0.00614	163.00	2.50	3.50	1.036	3.58%
75	0.35	0.00573	174.60	2.53	3.53	1.043	4.29%
80	0.35	0.00537	186.21	2.55	3.55	1.050	4.96%
85	0.35	0.00506	197.82	2.57	3.57	1.056	5.58%
90	0.35	0.00478	209.42	2.59	3.59	1.062	6.16%
95	0.35	0.00452	221.03	2.61	3.61	1.067	6.71%
100	0.35	0.00430	232.64	2.63	3.63	1.072	7.22%

Age (years)	S3	Relative S3 increase
50	1.0000
55	1.0018	0.18%
60	1.0153	1.53%
65	1.0279	2.79%
70	1.0397	3.97%
75	1.0508	5.08%
80	1.0613	6.13%
85	1.0713	7.13%
90	1.0808	8.08%
95	1.0898	8.98%
100	1.0984	9.84%

[1] Corresponding author: Francine Barcellos Mumberger. E-mail: barcellosfrancine@gmail.com

Brasil

Brasil

Proposed durability parameters for reinforced concrete structures with design service life between 50 years and 100 years in Brazil

Proposição de parâmetros para durabilidade de estruturas de concreto armado com vida útil de projeto entre 50 e 100 anos no Brasil

Abstract