Numerical analysis of reinforced concrete shear walls with rectangular cross section

Campos, Maurício Castelo Branco de Noronha; Ribeiro, Paulo Marcelo Vieira; Oliveira, Romilde Almeida de

doi:10.1590/S1983-41952020000600014

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ORIGINAL ARTICLE • Rev. IBRACON Estrut. Mater. 13 (6) • 2020 • https://doi.org/10.1590/S1983-41952020000600014 copy

Numerical analysis of reinforced concrete shear walls with rectangular cross section

Análise numérica de pilares-parede de concreto armado com seção retangular

Authorship SCIMAGO INSTITUTIONS RANKINGS

abstract:

This study addresses a numerical analysis of reinforced concrete columns in which the lengths are significantly larger than their widths with a rectangular cross section. Numerical simulations of 1,440 cases were performed, each case simulated with the single bar model, isolated bar model and mesh model, in addition, 3D model simulations were carried out. For the validation of 3D models and bar models, comparisons were made between the numerical simulation e experimental results of 24 reinforced concrete columns. Second order effects were analyzed on the vertical moment at the edge of the columns in which the lengths are significantly larger than the widths (localized second-order effects) and also the values of the horizontal moments along the cross sectional length in the mesh model. Influences of the main variables were observed influencing the behavior of the columns in which the lengths are significantly larger than their widths: the ratio between the cross sectional dimensions, the slenderness and the stresses (normal stress and bending moment around the axis of greatest inertia).

Keywords:
shear walls; numerical analysis; nonlinear analysis; localized second-order effects

	b (cm)	h (cm)	b/h	ν_d
Araújo [⁹9 J. M. Araújo, "Análise do processo aproximado da NBR-6118 para consideração dos efeitos localizados de segunda ordem," Rev. Teor. Prat. Eng. Civ., no. 10, pp. 1–10, 2007.]	360	20	18	0.88
França and Kimura [¹⁰10 R. L. S. França and A. E. Kimura, “Resultados de recentes pesquisas para o dimensionamento das armaduras longitudinal e transversal em pilares-parede,” in An. 9º Enc. Nac. Eng. Consult. Estrut., 2006.]	300	20	15	0.68
Anott [¹¹11 K. Arnott, "Shear wall analysis – new modelling, same answer," J. The Inst. Struct. Eng., vol. 83, no. 3, pp. 1–11, Feb 2005.]	600	20	30	0.04
Sritharan et al. [¹²12 S. Sritharan, J. Zhao, J. Waugh, S. Aaleti, Nonlinear Analysis of Rectangular and t-Shaped Concrete Walls. Ames: Dept. Civ. Constr. Environ. Eng., Iowa State Univ., 2008.]	229	15	15	0.00

Building	Nº Floors	Height (m)	Floor plan dimensions (m)		Slenderness		Rigid core
Building	Nº Floors	Height (m)	Lx	Ly	H/Lx	H/Ly	Rigid core
1	24	74.9	20.43	22.08	3.67	3.39	No
2	17	52.7	17.73	20.73	2.97	2.54	No
3	22	64.4	41.21	19.68	1.56	3.27	Yes
4	18	53.5	32.63	25.54	1.64	2.09	Yes
5	18	55.0	29.20	30.90	1.88	1.78	Yes
6	21	63.9	38.20	18.93	1.67	3.22	Yes
7	11	32.2	25.54	17.39	1.26	1.85	No
8	20	60.4	34.10	26.10	1.77	2.31	Yes

Building	Column Nº	Transversion section	Longitudinal	Stirrup
Building	Nº	section	reinforcement	Column	Shear wall
Jacarandá	P11	25x125	18 φ 25	Φ8 c/20	Φ8 c/5.7
Jacarandá	P15	25x125	18 φ 25	Φ8 c/20	Φ8 c/5.7
Jardim Fiesole	P2=P27	25x125	12 φ 25	Φ8 c/20	Φ8 c/8.5
	P5	20x100	8 φ 25	Φ8 c/20	Φ8 c/10
	P6=P7=P14	25x125	16 φ 25	Φ8 c/20	Φ8 c/6.4
	P18	30x150	28 φ 25	Φ8 c/20	Φ8 c/4.4
Chamonix	P2=P4=P25	30x150	26 φ 25	Φ8 c/20	Φ8 c/4.7
	P3=P26	30x150	38 φ 25	Φ8 c/20	Φ8 c/3.2
	P12	30x150	18 φ 25	Φ8 c/20	Φ8 c/6.8
Jardim Positano	P3=P23	30x150	32 φ 25	Φ8 c/20	Φ8 c/3.8
	P6	25x125	16 φ 12.5	Φ5 c/15	Φ5 c/10
	P7=P22	30x150	28 φ 25	Φ8 c/20	Φ8 c/3.8
	P8	20x100	22 φ 16	Φ5 c/19	Φ5 c/3.6
Savona Residence	P10=P13=	30x150	18 φ 25	Φ8 c/20	Φ8 c/6.8
	P14=P18	30x150	18 φ 25	Φ8 c/20	Φ8 c/6.8
	P44=P68	25x125	16 φ 25	Φ8 c/20	Φ8 c/6.4
Maranhata	P9=P27	25x125	20 φ 25	Φ8 c/20	Φ8 c/5.1
	P13	30x150	18	Φ8 c/20	Φ8 c/3.4
	P16	25x125	20 φ 25	Φ8 c/20	Φ8 c/5.6
	P17	25x125	26 φ 25	Φ8 c/20	Φ8 c/4.7
	P20=P23	25x125	24 φ 25	Φ8 c/20	Φ8 c/4.3
	P22	25x125	16 φ 25	Φ8 c/20	Φ8 c/6.4

Series	Column	e (mm)	e/h	λ	L (cm)	Ac (cm²)	As (cm²)	ρ (%)
1	PFN 0-3	2	0.00	92.7	300	300	4.71	1.57
	PFN 6-3	6	0.05
	PFN 12-3	12	0.10
	PFN 15-3	15	0.13
	PFN 18-3	18	0.15
	PFN 24-3	24	0.20
	PFN 30-3	30	0.25
	PFN 40-3	40	0.33
	PFN 50-3	50	0.42
	PFN 60-3	60	0.50
2	PFN 0-2.5	0	0.00
	PFN 15-2.5	15	0.13
	PFN 24-2.5	24	0.20
	PFN 30-2.5	30	0.25	71.5	250	300	4.71	1.57
	PFN 40-2.5	40	0.33
	PFN 50-2.5	50	0.42
	PFN 60-2.5	60	0.50
3	PFN 0-2	0	0.00
	PFN 15-2	15	0.13
	PFN 24-2	24	0.20
	PFN 30-2	30	0.25	52.2	200	300	4.71	1.57
	PFN 40-2	40	0.33
	PFN 50-2	50	0.42
	PFN 60-2	60	0.50

	ν_d	μ_hd	μ_bd
	ν_d	μ_hd	1	2	3	4	5	6	7	8	9	10
PP1	0.10	0.01	0.002	0.004	0.006	0.008	0.010	0.012	0.015	0.017	0.019	0.021
PP2	0.30	0.04	0.006	0.012	0.019	0.025	0.031	0.037	0.044	0.050	0.056	0.062
PP3	0.50	0.07	0.011	0.021	0.032	0.042	0.053	0.063	0.074	0.084	0.095	0.105
PP4	0.70	0.10	0.015	0.029	0.044	0.059	0.074	0.088	0.103	0.118	0.133	0.147
PP5	0.90	0.12	0.019	0.038	0.057	0.076	0.095	0.114	0.133	0.151	0.170	0.189
PP6	1.10	0.15	0.023	0.047	0.070	0.093	0.117	0.140	0.163	0.187	0.210	0.233

M_dMESH/M_d.COLUMN
ν_d	b/h				Maximum
ν_d	5	7.5	10	15	Maximum
0.10	1.06	1.05	1.04	1.04	1.06
0.30	1.21	1.16	1.13	1.13	1.21
0.50	1.08	1.10	1.09	1.13	1.13
0.70	1.04	1.06	1.08	1.07	1.08
0.90	1.04	1.03	1.03	1.07	1.07
1.10	1.01	-	1.01	1.05	1.05

M_dBAR/M_dCOLUMN
ν_d	b/h				Maximum
ν_d	5	7.5	10	15	Maximum
0.10	1.03	1.05	1.06	1.07	1.07
0.30	1.10	1.25	1.35	1.55	1.55
0.50	1.61	1.61	1.89	1.56	1.89
0.70	1.52	1.33	1.45	1.46	1.52
0.90	1.24	1.10	1.35	1.29	1.35
1.10	1.09	-	1.13	1.07	1.13

IBRACON - Instituto Brasileiro do Concreto Instituto Brasileiro do Concreto (IBRACON), Av. Queiroz Filho, nº 1700 sala 407/408 Torre D, Villa Lobos Office Park, CEP 05319-000, São Paulo, SP - Brasil, Tel. (55 11) 3735-0202, Fax: (55 11) 3733-2190 - São Paulo - SP - Brazil
E-mail: arlene@ibracon.org.br

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[1] Corresponding author: Maurício Castelo Branco de Noronha Campos. E-mail: mcbncampos@gmail.com