Influência de pilares-parede no comportamento estrutural de um edifício de múltiplos pavimentos de concreto de acordo com a norma técnica brasileira ABNT NBR 15421:2006

Seruti, Carlos Alexandre; Lima, Eduardo Fernandes; Lima, Silvio de Souza; Santos, Sergio Hampshire de Carvalho

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ORIGINAL ARTICLE • Rev. IBRACON Estrut. Mater. 16 (5) • 2023 • https://doi.org/10.1590/S1983-41952023000500004 copiar

Influência de pilares-parede no comportamento estrutural de um edifício de múltiplos pavimentos de concreto de acordo com a norma técnica brasileira ABNT NBR 15421:2006

Autoria SCIMAGO INSTITUTIONS RANKINGS

resumo:

Este trabalho apresenta um estudo comparativo da influência de pilares-parede no comportamento de um edifício de concreto de vários andares quando submetido a ações sísmicas. Foram avaliadas duas estruturas com diferentes sistemas sísmicos. Uma é composta por pórticos de concreto com detalhamento usual em ambas as direções (x e y), e a outra é formada por um sistema dual, composto por pórticos e pilares-parede com detalhamento usual. Os Métodos das Forças Horizontais Equivalentes e Espectral apresentados pela norma técnica brasileira ABNT NBR 15421:2006 foram considerados. Verificou-se que a edificação de sistema dual apresentou maior rigidez com os pilares-parede dispostos paralelamente à direção y. Na direçãox, as respostas são equivalentes em ambos os edifícios. Os esforços horizontais obtidos pelo método das forças equivalentes na base dos edifícios foram maiores que os espectrais.

Palavras-chave:
análise sísmica; método das forças horizontais equivalentes; método espectral

Elements and properties	Values
Columns section	(60 x 60) cm²
Beams section	(30 x 60) cm²
Slabs thickness	20 cm
Walls thickness	30 cm
Floor height	3.0 m
Concrete compression strength (f_ck)	30 MPa
Concrete specific weight	25 kN/m³
Concrete modulus of elasticity	30000 MPa
Poisson coefficient	0.20

Parameters	Direction x	Direction y
1st period of structure (T) - obtained computationally:	0.88 s	0.92 s
Period limitation coefficient (C_up) - Table 10*:	1.5	1.5
Period coefficients: C_T:	0.0466	0.0466
x:	0.9	0.9
Height of the structure above the base (h_n):	36 m	36 m
Approximate natural period of the structure (T_a): C_T · h_n^x	1.17 s	1.17 s
C_T · h_n^x · C_up > T	1.78 s	1.78 s
Use importance factor (I) - Table 4*:	1.0	1.0
Response modification coefficient (R) - Table 6*:	3.0	3.0
I / R ratio:	0.3333	0.3333
Design characteristic acceleration (a_g): 0.15 g (Zone 4) - Table 1*:	1.47 m/s²	1.47 m/s²
Seismic amplification factor for the period of 0.0 s (C_a) - Table 3*:	1.5	1.5
Spectral acceleration for the period of 0.0 s (a_gs0): C_a · a_g	2.21 m/s²	2.21 m/s²
Seismic amplification factor for the period of 1.0 s (C_v) - Table 3*:	2.2	2.2
Spectral acceleration for the period of 1.0 s (a_gs1): C_v · a_g	3.23 m/s²	3.23 m/s²
Seismic response coefficient (C_s): 2.5 I a_gs0 / (g R)	0.19	0.19
Maximum seismic response coefficient (C_s): I a_gs1 / (g R T)	0.13	0.12
Distribution exponent (k) for 0.5 s < T < 2.5 s: (T + 1.5) / 2	1.19	1.21
Amplification coefficient of the displacements (C_d) - Table 6^*:	2.5	2.5
C_d / R ratio:	0.8333	0.8333

Storey	w_x [kN]	Direction x			Direction y
Storey	w_x [kN]	C_vx	F_x [kN]	M_ta,x [kN·m]	C_vy	F_y [kN]	M_ta,y [kN·m]
1st	2058.09	0.0086	26.08	15.65	0.0083	24.10	19.28
2nd	2058.09	0.0198	59.58	35.75	0.0193	55.76	44.61
3rd	2058.09	0.0320	96.61	57.96	0.0315	91.09	72.87
4th	2058.09	0.0451	136.12	81.67	0.0446	129.03	103.22
5th	2058.09	0.0589	177.60	106.56	0.0584	169.03	135.23
6th	2058.09	0.0732	220.71	132.42	0.0728	210.77	168.62
7th	2058.09	0.0880	265.22	159.13	0.0878	254.01	203.20
8th	2058.09	0.1031	310.98	186.59	0.1031	298.56	238.85
9th	2058.09	0.1187	357.85	214.71	0.1190	344.31	275.45
10th	2058.09	0.1346	405.74	243.44	0.1351	391.14	312.91
11th	2058.09	0.1507	454.55	272.73	0.1517	438.97	351.17
Roof	2058.09	0.1672	504.22	302.53	0.1685	487.72	390.18
Σ (Base)	24697.07	1.0	3015.28		1.0	2894.48

Storey	Direction x				Direction y
Storey	δ_xe [cm]	δ_x [cm]	Δ_x [cm]	θ_x [× 10^-4]	δ_ye [cm]	δ_y [cm]	Δ_y[cm]	θ_y [× 10^-4]
1st	0.25	0.64	0.64	85.19	0.25	0.64	0.64	88.80
2nd	0.69	1.72	1.08	66.91	0.70	1.74	1.10	71.00
3rd	1.15	2.88	1.16	44.38	1.17	2.94	1.20	47.60
4th	1.62	4.04	1.16	30.87	1.66	4.14	1.20	33.37
5th	2.07	5.16	1.12	22.37	2.13	5.32	1.18	24.34
6th	2.49	6.23	1.07	16.58	2.58	6.45	1.13	18.16
7th	2.89	7.23	1.00	12.40	3.00	7.50	1.06	13.66
8th	3.25	8.13	0.90	9.22	3.39	8.47	0.96	10.24
9th	3.57	8.91	0.79	6.73	3.73	9.32	0.85	7.55
10th	3.83	9.57	0.65	4.73	4.01	10.03	0.72	5.38
11th	4.03	10.07	0.50	3.09	4.24	10.60	0.56	3.61
Roof	4.17	10.41	0.35	1.79	4.40	11.01	0.41	2.19

Storey	Direction x			Direction y
Storey	δ_xe [cm]	δ_x [cm]	Δ_x [cm]	δ_ye [cm]	δ_y [cm]	Δ_y[cm]
1st	0.63	0.52	0.52	0.63	0.52	0.52
2nd	1.68	1.40	0.88	1.70	1.42	0.89
3rd	2.80	2.34	0.93	2.85	2.37	0.96
4th	3.90	3.25	0.91	3.98	3.32	0.94
5th	4.94	4.12	0.87	5.07	4.22	0.91
6th	5.92	4.93	0.81	6.09	5.07	0.85
7th	6.80	5.67	0.74	7.02	5.85	0.78
8th	7.59	6.33	0.66	7.87	6.55	0.70
9th	8.26	6.89	0.56	8.59	7.16	0.61
10th	8.81	7.34	0.46	9.20	7.66	0.50
11th	9.22	7.68	0.34	9.66	8.05	0.39
Roof	9.50	7.92	0.23	10.00	8.33	0.28

Parameters	Direction x	Direction y
1st period of structure (T) - obtained computationally:	0.92 s	0.65 s
Period limitation coefficient (C_up) - Table 10^* * See ABNT NBR 15421 [3]. :	1.5	1.5
Period coefficients: C_T:	0.0466	0.0488
x:	0.9	0.75
Height of the structure above the base (h_n):	36 m	36 m
Approximate natural period of the structure (T_a): C_T · h_n^x	1.17 s	0.72 s
C_T · h_n^x · C_up > T	1.78 s	1.08 s
Use importance factor (I) - Table 4*:	1.0	1.0
Response modification coefficient (R) - Table 6*:	3.0	4.5
I / R ratio:	0.3333	0.2222
Design characteristic acceleration (a_g): 0.15 g (Zone 4) - Table 1*:	1.47 m/s²	1.47 m/s²
Seismic amplification factor for the period of 0.0 s (C_a) - Table 3*:	1.5	1.5
Spectral acceleration for the period of 0.0 s (a_gs0): C_a · a_g	2.21 m/s²	2.21 m/s²
Seismic amplification factor for the period of 1.0 s (C_v) - Table 3*:	2.2	2.2
Spectral acceleration for the period of 1.0 s (a_gs1): C_v · a_g	3.23 m/s²	3.23 m/s²
Seismic response coefficient (C_s): 2.5 I a_gs0 / (g R)	0.19	0.13
Maximum seismic response coefficient (C_s): I a_gs1 / (g R T)	0.12	0.11
Distribution exponent (k) for 0.5 s < T < 2.5 s: (T + 1.5) / 2	1.21	1.08
Amplification coefficient of the displacements (C_d) - Table 6*:	2.5	4.0
C_d / R ratio:	0.8333	0.8889

Storey	w_x [kN]	Direction x			Direction y
Storey	w_x [kN]	C_vx	F_x [kN]	M_ta,x [kN·m]	C_vy	F_y [kN]	M_ta,y [kN·m]
1st	2238.00	0.0083	26.81	16.09	0.0110	33.34	26.67
2nd	2238.00	0.0193	62.00	37.20	0.0232	70.24	56.19
3rd	2238.00	0.0315	101.24	60.75	0.0358	108.61	86.89
4th	2238.00	0.0446	143.38	86.03	0.0488	147.97	118.38
5th	2238.00	0.0584	187.80	112.68	0.0621	188.08	150.47
6th	2238.00	0.0728	234.14	140.48	0.0755	228.81	183.05
7th	2238.00	0.0878	282.12	169.27	0.0891	270.05	216.04
8th	2238.00	0.1031	331.57	198.94	0.1029	311.73	249.39
9th	2238.00	0.1189	382.34	229.40	0.1168	353.81	283.05
10th	2238.00	0.1351	434.30	260.58	0.1308	396.24	316.99
11th	2238.00	0.1516	487.37	292.42	0.1449	438.99	351.19
Roof	2238.00	0.1684	541.46	324.84	0.1591	482.04	385.63
Σ (Base)	26856.00	1.0	3214.54		1.0	3029.91

Storey	Direction x				Direction y
Storey	*δ_xe* [cm]**	δ_x [cm]	Δ_x [cm]	θ_x [× 10^-4]	*δ_ye* [cm]**	δ_y [cm]	Δ_y[cm]	θ_y [× 10^-4]
1st	0.26	0.66	0.66	88.11	0.06	0.26	0.26	23.13
2nd	0.72	1.79	1.13	70.39	0.20	0.79	0.53	21.88
3rd	1.21	3.01	1.23	46.99	0.38	1.50	0.71	18.28
4th	1.70	4.24	1.22	32.75	0.59	2.34	0.84	15.03
5th	2.17	5.43	1.19	23.74	0.81	3.25	0.91	12.27
6th	2.62	6.56	1.13	17.60	1.05	4.20	0.95	9.98
7th	3.05	7.61	1.05	13.15	1.29	5.15	0.95	8.09
8th	3.43	8.57	0.95	9.78	1.52	6.08	0.93	6.53
9th	3.76	9.40	0.83	7.14	1.74	6.96	0.89	5.25
10th	4.04	10.09	0.69	5.01	1.95	7.80	0.84	4.21
11th	4.25	10.62	0.53	3.29	2.15	8.58	0.78	3.37
Roof	4.40	10.99	0.37	1.92	2.33	9.31	0.73	2.64

Storey	Direction x			Direction y
Storey	*δ_xe* [cm]**	δ_x [cm]	Δ_x [cm]	*δ_ye* [cm]**	δ_y [cm]	Δ_y[cm]
1st	0.64	0.53	0.53	0.21	0.19	0.19
2nd	1.73	1.44	0.91	0.65	0.58	0.39
3rd	2.89	2.41	0.97	1.23	1.10	0.52
4th	4.03	3.36	0.95	1.92	1.71	0.61
5th	5.11	4.26	0.90	2.67	2.37	0.66
6th	6.12	5.10	0.84	3.44	3.06	0.69
7th	7.05	5.87	0.77	4.22	3.75	0.69
8th	7.86	6.55	0.68	4.98	4.43	0.68
9th	8.56	7.13	0.58	5.71	5.07	0.64
10th	9.12	7.60	0.47	6.39	5.68	0.61
11th	9.55	7.96	0.35	7.03	6.25	0.57
Roof	9.84	8.20	0.24	7.62	6.77	0.52

	Direction x				Direction y
	ELF		Spectral		ELF		Spectral
	Hx [kN]	δx [cm]	Htx [kN]	δtx [cm]	Hy [kN]	δy [cm]	Hty [kN]	δty [cm]
	3198	10.41	2486	7.92	2988	11.01	2384	8.33
	3360	10.99	2615	8.20	3509	9.31	2224	6.77
Difference [%]	+ 5.1	+ 5.6	+ 5.2	+ 3.5	+ 17.4	- 15.4	- 6.7	- 18.7

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E-mail: arlene@ibracon.org.br

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[1] Corresponding author: Carlos Alexandre Seruti. E-mail: carlosseruti@gmail.com