Numerical Modelling and Validation of the Response of Masonry Infilled RC Frames Using Experimental Testing Results
Abstract
:1. Introduction
2. Research Methodology
- Classify the typologies of masonry infills representative of the typical configurations adopted in Italy and other Mediterranean countries based on experimental data. The results of in-plane pseudostatic cyclic tests, carried out on single-storey and single-bay masonry-infilled RC frames, with and without openings, are analysed to identify the most common configurations. The masonry infill typologies are defined based on the masonry infills strength; this parameter was found to be the most suitable for future analytical applications on the seismic performance assessment of masonry infilled RC building portfolios accounting for infill variability [20];
- Define the most accurate numerical modelling approach to simulate the experimental lateral response of masonry-infilled RC frames. If the frames are not designed according to modern seismic provisions, then the numerical modelling should also be able to account for the typical phenomena observed in existing buildings, such as material and geometrical nonlinearity, bar slippage, joint flexibility, behaviour of poorly detailed and non-ductile RC frame members, among others;
- The main parameters affecting the numerical modelling of masonry infills are investigated. The hysteretic behaviour of the masonry infill panel depends on several parameters, such as the strut width, reduction coefficient to account for the presence of openings, failure mechanism model or formulations to define the backbone curve. For each of these parameters, the main formulations available in the literature are analysed to undertake parametric static pushover analysis;
- In order to define the most reliable numerical modelling approach, for each masonry infill typology identified in point 1, a set of parametric static pushover analyses are carried out combining all the formulations defined in point 3. The comparison is then performed in terms of capacity curves. In specific, given a selected backbone curve, different models could be employed to predict the failure mechanism and strut width; hence, for each of the selected strength models, the impact and accuracy of all the strut width equations is investigated and the same procedure is repeated for all the parameters investigated;
- Finally, once the most accurate numerical model is identified, cyclic pushover analysis (according to the loading protocol used for the corresponding testing) is performed to investigate the effectiveness of the proposed numerical models, when it comes to predicting the hysteretic response of the masonry infilled RC frames.
3. Numerical Modelling and Structural Response of Masonry Infills
3.1. Macro-Modelling Approaches
3.1.1. Approaches for Full-Height Solid Infill Panels
3.1.2. Approaches for Infill Panels with Openings
3.1.3. Infill-Frame Contact Length
3.2. Failure Modes and Backbone Curves
- Surrounding frame: this failure mode is associated with the development of plastic hinges in the RC elements. The collapse mechanism could be due to flexure, shear, beam-column joint failure or high axial load. The location of flexural plastic hinges is strongly related to the features of the frame-infill systems and may occur (very rarely) in the beams and/or columns, where the maximum bending moment demand is reached. Shear failure in the columns is due to high shear stress in the contact length zones and depends on the amount of transverse reinforcement, concrete strength and efficiency of the concrete confinement. Especially in existing RC frames built according to old codes and prescriptions, the panel may cause wide diagonal cracks along the beam-columns joints and, consequently, their failure. Finally, even though it is very rare, due to concrete strength effect, an axial failure might take place as consequence of high axial load transmitted by a truss mechanism;
- Shear sliding: this mode produces horizontal sliding failure through several bed joints; it is related to the aspect ratio of the masonry units and the infill panel, as well as the poor mechanical properties of the mortar in the bed joints. This failure mode is associated with a strong frame and weak mortar joints. The crack pattern starts a few courses beneath the upper loaded corner and continues along the diagonal direction until reaching the centre of the panel, where finally the cracks spread horizontally;
- Corner crushing: this failure mode produces compression failure (due to a biaxial compression state) of the infill panels with crushing of the units near the beam-column joints; later on, it might produce out-of-plane (OOP) failure and eventually collapse. It normally occurs if the contact length is very or the contact length may be reduces increasing the lateral displacement and the infilled frame is characterized by weak infill panel, combined with strong columns/beams and weak joints;
- Diagonal compression: it is another compression failure mode however, in contrast with the previous failure mode, the crushing of masonry units appears in the centre of the panel. This failure mode is due to the geometry of panel, that is, when the infill is slender, with a subsequent OOP failure;
- Diagonal tension or cracking: this is related to the failure of the compressed diagonal strut, which consists of widespread cracking along the panel; as highlighted in El-Dakhakhni [15], this failure mode occurs when the RC frame is weak or is characterized by weak joints and strong elements, combined with a rather strong infill.
4. Classification of Masonry Infills According to Test Data
5. Numerical Modelling Results and Validation with Experimental Data
5.1. Bare Frames
5.2. Masonry-Infilled Frames
6. Discussion and Influence of Modelling Assumptions
7. Conclusions
Author Contributions
Funding
Conflicts of Interest
References
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Diagonal Infill Strut Width According to Different Models | ||
---|---|---|
Bertoldi et al. [18] | (Stafford Smith [33]) : elastic modulus of masonry (inclined direction) : elastic modulus of concrete : elastic modulus of concrete : thickness of the infill : strut width of the infill : diagonal length of the infill | |
Paulay and Priestley [39] | ||
Holmes [26] | ||
Liauw and Kwan [37] | ||
Mainstone [36] | ||
Stafford Smith [33] | ||
Decanini and Fantin [38] | Uncracked: Cracked: | |
Papia et al. [40] | c, β: accounting for Poisson’s ratio k: accounting for vertical load z: geometrical parameter | According to Papia et al. [40] L: frame centreline span h: centreline storey height. : column cross section : beam cross section |
Reduction Coefficients of Stiffness and Strength due to the Presence of Openings | ||
Dawe and Seah [45] | : opening length : opening height : infill length : infill height | |
Imai and Miyamoto [42] | ||
Tasnini and Mohebkhan [43] | ||
Decanini et al. [46] | ||
Asteris [44] |
Infill Strength According to Different Models | ||
---|---|---|
Paulay and Priesley [39] | Sliding shear failure: Compression failure: | : initial shear strength of bed-joints; friction coefficient (; : according to (Stafford Smith [33]. |
Bertoldi et al. [18] | Compression at the centre: Compression at the corners: Sliding shear failure: Diagonal cracking: | : shear strength under diagonal compression; compression strength in vertical direction; : initial shear strength of bed-joints; vertical stress; : according to Stafford Smith [33]. : according to Bertoldi et al. [18]. |
EC6/EC8 [49,50] | : initial shear strength of bed-joints; vertical stress. | |
FEMA 306 [34] | Sliding shear failure: Compression failure: Diagonal cracking failure: | : initial shear strength of bed-joints; : cracking strength of masonry; friction coefficient (; vertical stress; compression strength in horizontal direction of masonry; compression strength in vertical direction; : according to Mainstone [36]; : according to Stafford Smith [33]. |
Backbone Curve according to Different Models | ||
Bertoldi et al. [18] | cracking strength: residual strength: elastic stiffness: softening-to-peak stiffness: | : peak strength, defined according to the selected infill strength model; secant stiffness according to Mainstone [36]. |
Panagiotakos and Fardis [19] | cracking strength: residual strength elastic stiffness softening-to-peak stiffness | : cracking strength, defined according to the selected infill strength model; α: [0.5%, 10%]; β: [1%, 2%]; secant stiffness according to Mainstone [36]. |
De Risi et al. [14] | cracking strength: residual strength: elastic stiffness: secant stiffness: softening-to-peak stiffness: | : peak strength, defined according to the selected infill strength model; secant stiffness according to Mainstone ( [36]. |
Sassun et al. [51] | Backbone according to Bertoldi et al. [18] modified with prefixed values of drift capacity ϑ (or equivalently in terms of strain capacity ε [55]) | DS1 (Operational): DS2 (Damage Limitation): DS3 (Life Safety): DS4 (Ultimate): |
References | Type | Macro Classification | tw [mm] | Ewv [MPa] | Ewh [MPa] | Gw [MPa] | fwv [MPa] | fwlat [MPa] | fwu [MPa] |
---|---|---|---|---|---|---|---|---|---|
Calvi and Bolognini [4] | 1 | Weak | 80 | 1873 | 991 | 1089 | 2.02 | 1.18 | 0.44 |
Hak et al. [55] | 2 | Weak-Medium | 240 | 1873 | 991 | 1873 | 1.5 | 1.11 | 0.25 |
Hak et al. [55] | 3 | Medium-Strong | 300 | 3240 | 1050 | 1296 | 3.51 | 1.5 | 0.3 |
Morandi et al. [5] | 4 | Medium-Strong | 350 | 5299 | 494 | 2120 | 4.64 | 1.08 | 0.359 |
Cavaleri and Di Trapani [6] | 5 | Strong | 150 | 6401 | 5038 | 2547 | 8.66 | 4.18 | 1.07 |
Type | Macro Classification | Strut Width | Reduction Coefficient | Failure Mechanism | Backbone Curve |
---|---|---|---|---|---|
1 | Weak | Bertoldi et al. [18] | - | Bertoldi et al. [18] | Sassun et al. [51] (modified) |
2 | Weak-Medium | Bertoldi et al. [18] | - | Bertoldi et al. [18] | Sassun et al. [51] (modified) |
3 | Medium-Strong | Bertoldi et al. [18] | - | Bertoldi et al. [18] | Sassun et al. [51] (modified) |
4 | Medium-Strong | Mainstone [36] | Decanini et al. [46] | Paulay and Priestley [39] | Bertoldi et al. [18] |
5 | Strong | Mainstone [36] | - | Paulay and Priestley [39] | Bertoldi et al. [18] |
Numerical Modelling ID | Backbone Curve | Strut Width | Strength Model | μ | σ |
---|---|---|---|---|---|
Model-1 | Bertoldi et al. [18] | Mainstone [36] | Bertoldi et al. (fwu/2) [18] | 1.00 | 2.46 |
Model-2 | Bertoldi et al. [18] | Stafford Smith [33] | Bertoldi et al. (fwu/2) [18] | 1.02 | 2.64 |
Model-3 | Bertoldi et al. [18] | Bertoldi et al. [18] | Paulay and Priestley [39] | 0.86 | 1.29 |
Model-4 | Bertoldi et al. [18] | Mainstone [36] | Paulay and Priestley (fwu/2) [39] | 1.00 | 2.46 |
Model-5 | Bertoldi et al. [18] | FEMA 306 [34] | Bertoldi et al. [18] | 0.93 | 1.35 |
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Mucedero, G.; Perrone, D.; Brunesi, E.; Monteiro, R. Numerical Modelling and Validation of the Response of Masonry Infilled RC Frames Using Experimental Testing Results. Buildings 2020, 10, 182. https://doi.org/10.3390/buildings10100182
Mucedero G, Perrone D, Brunesi E, Monteiro R. Numerical Modelling and Validation of the Response of Masonry Infilled RC Frames Using Experimental Testing Results. Buildings. 2020; 10(10):182. https://doi.org/10.3390/buildings10100182
Chicago/Turabian StyleMucedero, Gianrocco, Daniele Perrone, Emanuele Brunesi, and Ricardo Monteiro. 2020. "Numerical Modelling and Validation of the Response of Masonry Infilled RC Frames Using Experimental Testing Results" Buildings 10, no. 10: 182. https://doi.org/10.3390/buildings10100182