ERIES-SUPREME

2024 - 2024

S

Seismic Eng.

Francesco Messali

Igor Lanese

Marta Bertassi

Nicolò Damiani

Francesco Graziotti

Michele Mirra

+5 more

GEM Taxonomy string

MUR+CLBRS+MOL/LN

2024 - 2024

S

Seismic Eng.

GEM Taxonomy string

MUR+CLBRS+MOL/LN

Seismic out-of-Plane Response of Masonry Gables

ERIES-SUPREME

MASONRY STRUCTURES

Dataset Description

The experimental campaign (in addition to characterization tests on bricks, mortar, and masonry specimens) included three dynamic shake-table tests on three nominally identical full-scale clay brick URM gables to investigate their seismic behavior considering different typologies of roof diaphragms. The actual roof diaphragm was not be included, but to account for the influence of the stiffness of roof diaphragms, two shake tables were utilized (one at the base and one located at the top) with the motion imposed on the tables varied to simulate three different roof configurations: stiff, semi-flexible, and flexible. Dynamic shake-table tests were then performed incrementally up to gable collapse using input motions representative of both induced and tectonic seismicity.

Dynamic testing

Masonry gables

shake-table test

interaction between gables and roof

Specimens

1. GABLE 1 - STIFF

1

The test specimen consisted of a full-scale URM gable wall, which was built on a composite steel-concrete foundation, designed to be fastened to the bottom shake table of the 9DLab. It had a length of 6 m and height of 3 m.

The gable was built using clay bricks, with average dimensions of 230 x 105 x 55 mm, resulting in a gable thickness of 105 mm. The constituent materials (i.e., bricks and mortar) of the specimen were chosen to represent existing masonry constructions of Groningen region of The Netherlands. The gables consisted of 45 courses of bricks, and all mortar joints were 10-mm-thick. Five joist pockets were realized to accommodate the timber beams of the roof, with a cross-section of 100 x 200 mm, used to transfer the vertical load representative of the roof diaphragm weight.

pdf

1. Dynamic Test

The same signal applied to the bottom shake table was equally applied also to the top one, given the negligible difference between the responses at the bottom and top of the gable.

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Instrumentation

The instrumentation installed on the gable included accelerometers, traditional displacement transducers, wire displacement transducers, as well as a 3D optical acquisition system for displacement tracking. The placement of all instruments was determined based on the expected deformed shapes and cracking patterns.

2. GABLE 2 - SEMIFLEX

1

[Same as GABLE 1 - STIFF] The test specimen consisted of a full-scale URM gable wall, which was built on a composite steel-concrete foundation, designed to be fastened to the bottom shake table of the 9DLab. It had a length of 6 m and height of 3 m.

The gable was built using clay bricks, with average dimensions of 230 x 105 x 55 mm, resulting in a gable thickness of 105 mm. The constituent materials (i.e., bricks and mortar) of the specimen were chosen to represent existing masonry constructions of Groningen region of The Netherlands. The gables consisted of 45 courses of bricks, and all mortar joints were 10-mm-thick. Five joist pockets were realized to accommodate the timber beams of the roof, with a cross-section of 100 x 200 mm, used to transfer the vertical load representative of the roof diaphragm weight.

pdf

1. Dynamic Test

The input motion at the top shake table was defined as an amplification of the signal at the bottom by a factor of 2.0, for both induced and tectonic motions. This factor incorporates the roof stiffness amplification factor of 1.7 and the geometrical characteristics of the test setup. This assumption was considered valid due to the minor and nearly experimentally unreproducible phase shift observed between the base and the top of the gable observed in the numerical analysis (Mirra et al., 2024).

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Instrumentation

The instrumentation installed on the gable included accelerometers, traditional displacement transducers, wire displacement transducers, as well as a 3D optical acquisition system for displacement tracking. The placement of all instruments was determined based on the expected deformed shapes and cracking patterns.

3. GABLE 3 - FLEX

1

[Same as GABLE 1 - STIFF] The test specimen consisted of a full-scale URM gable wall, which was built on a composite steel-concrete foundation, designed to be fastened to the bottom shake table of the 9DLab. It had a length of 6 m and height of 3 m.

The gable was built using clay bricks, with average dimensions of 230 x 105 x 55 mm, resulting in a gable thickness of 105 mm. The constituent materials (i.e., bricks and mortar) of the specimen were chosen to represent existing masonry constructions of Groningen region of The Netherlands. The gables consisted of 45 courses of bricks, and all mortar joints were 10-mm-thick. Five joist pockets were realized to accommodate the timber beams of the roof, with a cross-section of 100 x 200 mm, used to transfer the vertical load representative of the roof diaphragm weight.

pdf

1. Dynamic Test

A distinction was made between the induced and the tectonic earthquake scenarios. In the former scenario, the accelerations obtained via numerical simulations at the attic and the ridge beam were used. In the latter, the recorded attic floor signal was considered and filtered through an elastic SDOF system, with a stiffness properly defined to simulate the same flexible roof studied in the induced seismicity scenario.

txt

Instrumentation

The instrumentation installed on the gable included accelerometers, traditional displacement transducers, wire displacement transducers, as well as a 3D optical acquisition system for displacement tracking. The placement of all instruments was determined based on the expected deformed shapes and cracking patterns.