Nonlinear numerical simulation of punching shear behavior of reinforced concrete flat slabs with shear-heads

doi:10.1007/s11709-019-0596-5

Frontiers of Structural and Civil Engineering

2020, Vol. 14

Issue (2): 331-356 https://doi.org/10.1007/s11709-019-0596-5

本期目录

Nonlinear numerical simulation of punching shear behavior of reinforced concrete flat slabs with shear-heads

Dan V. BOMPA(

), Ahmed Y. ELGHAZOULI

Department of Civil and Environmental Engineering, Imperial College London, London SW7 2AZ, UK

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Abstract：

This paper examines the structural response of reinforced concrete flat slabs, provided with fully-embedded shear-heads, through detailed three-dimensional nonlinear numerical simulations and parametric assessments using concrete damage plasticity models. Validations of the adopted nonlinear finite element procedures are carried out against experimental results from three test series. After gaining confidence in the ability of the numerical models to predict closely the full inelastic response and failure modes, numerical investigations are carried out in order to examine the influence of key material and geometric parameters. The results of these numerical assessments enable the identification of three modes of failure as a function of the interaction between the shear-head and surrounding concrete. Based on the findings, coupled with results from previous studies, analytical models are proposed for predicting the rotational response as well as the ultimate strength of such slab systems. Practical recommendations are also provided for the design of shear-heads in RC slabs, including the embedment length and section size. The analytical expressions proposed in this paper, based on a wide-ranging parametric assessment, are shown to offer a more reliable design approach in comparison with existing methods for all types of shear-heads, and are suitable for direct practical application.

Key words： non-linear numerical modelling concrete damage plasticity RC flat slabs shear-heads punching shear

收稿日期: 2019-02-06 出版日期: 2020-05-08

Corresponding Author(s): Dan V. BOMPA

引用本文:

. [J]. Frontiers of Structural and Civil Engineering, 2020, 14(2): 331-356.
Dan V. BOMPA, Ahmed Y. ELGHAZOULI. Nonlinear numerical simulation of punching shear behavior of reinforced concrete flat slabs with shear-heads. Front. Struct. Civ. Eng., 2020, 14(2): 331-356.

链接本文:

https://academic.hep.com.cn/fsce/CN/10.1007/s11709-019-0596-5
https://academic.hep.com.cn/fsce/CN/Y2020/V14/I2/331

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specimen	shear-head section	shear-head type	shear-head length l_v (mm)	column size b_c (mm)	slab radius r_s (mm)	slab thickness h (mm)	effective depth d (mm)	shear depth d₀ (mm)	reinforcement ratio r_l (%)	rebar yield strength f_ys (MPa)	concrete strength f_c (MPa)	test strength V_test (kN)	prediction V_num (kN)	V_test/ V_num
PG3	N/A	–	–	520	2850	500	456	456	0.33	520	32	2153	2218	0.97
PG1	N/A	–	–	260	1500	250	210	210	1.50	573	28	1023	991	1.03
PG11	N/A	–	–	260	1500	250	210	210	0.75	570	32	763	775	0.98
PG2b	N/A	–	–	260	1500	250	210	210	0.25	552	41	440	458	0.96
PG4	N/A	–	–	260	1500	250	210	210	0.25	541	32	408	448	0.91
PG5	N/A	–	–	260	1500	255	210	210	0.33	555	29	550	528	1.04
PG10	N/A	–	–	260	1500	255	210	210	0.33	577	29	540	533	1.01
PG6	N/A	–	–	130	752	125	96	96	1.50	526	35	238	230	1.04
PG7	N/A	–	–	130	752	125	100	100	0.75	550	35	241	220	1.09
PG8	N/A	–	–	130	752	140	117	117	0.33	525	35	140	149	0.94
PG9	N/A	–	–	130	752	140	117	117	0.25	525	35	115	125	0.92
AN-1	N/A	–	–	254	914	146	111	111	1.50	403	19	334	314	1.06
AC-1	2 × C 3” 7.1	CTP	330	254	914	146	111	82	1.50	404	18	544	530	1.03
AC-2	2 × C 3” 7.1	CTP	483	254	914	146	111	82	1.50	413	18	479	465	1.03
AC-3	2 × C 3” 4.1	CTP	406	254	914	146	111	84	1.50	407	21	458	432	1.06
AH-1	I 3” × 7.5	CRH	381	254	914	146	111	85	1.30	438	23	426	408	1.04
AH-2	I 3” × 5.7	CRH	381	254	914	146	111	85	1.30	436	22	443	425	1.04
AH-3	I 3” × 5.7	CRH	178	254	914	146	111	85	1.30	440	22	406	414	0.98
BN-1	N/A	–	–	203	914	146	111	111	2.20	444	20	266	273	0.97
BC-1	2 × C 3” 7.1	CTP	254	203	914	146	111	82	0.80	420	20	319	342	0.93
BH-1	I 3” × 7.5	CRH	432	203	914	146	111	85	1.00	437	20	394	337	1.17
BH-2	I 3” × 5.7	CRH	127	203	914	146	111	85	1.00	423	18	301	276	1.09
BH-3	I 3” × 5.7	CRH	356	203	914	146	111	85	1.00	439	22	402	355	1.13
SH1	N/A	–	–	140	563	120	100	100	0.80	500	37	256	226	1.13
SH2	C 76 × 38 × 7	CTP	300	140	563	120	100	71	0.80	500	35	405	388	1.04
SH3	C 76 × 38 × 7	CRH	275	140	563	120	100	71	0.80	500	36	420	421	1.00
SH5	C 76 × 38 × 7	CBX	200	140	563	120	100	71	0.80	500	34	437	406	1.08
SH16	C 76 × 38 × 7	CTP	300	140	563	120	100	71	0.80	500	31	376	411	0.92
SH7	N/A	–	–	140	563	120	98	98	1.50	500	36	312	339	0.92
SH8	C 76 × 38 × 7	CTP	300	140	563	120	98	69	1.50	500	32	542	505	1.07
SH9	C 76 × 38 × 7	CRH	275	140	563	120	98	69	1.50	500	35	592	516	1.15
SH11	C 76 × 38 × 7	CBX	200	140	563	120	98	69	1.50	500	31	580	564	1.03
FSSH1	N/A	–	–	300	1200	250	205	205	1.00	500	34	976	1008	0.97
FSSH2	C127 × 64 × 15	CRH	615	300	1200	250	205	134	1.00	500	31	1484	1515	0.98
FSSH3	C127 × 64 × 15	CTP	615	300	1200	250	205	134	1.00	500	33	1745	1533	1.14
FSSH4	C102 × 51 × 10	CBX	410	300	1200	250	205	123	1.00	500	34	1611	1611	1.00

Tab.1

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