2023 - 2024
Rita Bento
Gabriele Guerrini
Igor Lanese
Madalena Ponte
Guido Magenes
Luca Pelà
+2 more
GEM Taxonomy string
Retrofitting of Stone masonry using Innovative Grid-based composites
ERIES-RESTORING
Dataset Description
The seismic performance of full-scale masonry wall specimens was investigated through nine vertical and nine diagonal compression tests on masonry wallettes and seven quasi-static cyclic shear-compression tests. The experimental campaign addressed four configurations of undressed stone masonry: unreinforced (bare) condition, serving as a reference; CRM strengthening on one side of the wall; CRM strengthening on both sides; and FRM strengthening on both sides. The retrofit configurations were studied for two height/length aspect ratios of 1.5 (slender piers) and 0.69 (squat piers).
The quasi-static cyclic shear-compression testing campaign was conducted at the EUCENTRE Foundation laboratories in Pavia, Italy, while mechanical characterization tests, including vertical and diagonal compression tests on masonry, were carried out at the nearby Material and Structural Testing Laboratory of the Department of Civil Engineering and Architecture (DICAr) of the University of Pavia. This experimental program, named ERIES-RESTORING, was a multiteam work led by the University of Lisbon (Portugal) in collaboration with the University of Pavia (Italy), Universitat Politècnica de Catalunya (Spain), EUCENTRE Foundation, and IUSS Pavia (Italy), and initial contributions from ETH Zurich (Switzerland).
Specimens
1. SQ_URM
1
The specimen studied in the experimental campaign was built to represent the current conditions of ancient buildings typical of European and Mediterranean countries, usually constructed of double-leaf natural stone masonry with roughly dressed blocks obtained from sedimentary rocks. The stones were roughly shaped with a hammer, presenting dimensions between approximately 100 and 300 mm. The specimen’s construction comprised two layers of stone arranged in uneven horizontal courses, separated by mortar layers about 5 to 20 mm thick. The space between the two leaves of stone varied according to the stones’ irregularities and was filled with mortar and stone scraps. No through stones were provided except at the pier and wall edges. The final nominal thickness of the masonry was about 300 mm.
dwg
1. Quasi-static cyclic shear-compression tests
The specimen was subjected to quasi-static cyclic shear-compression tests by applying push-and-pull lateral displacement cycles of increasing amplitude under constant axial load, to assess the damage evolution, failure modes, deformation capacity, and lateral strength of the bare and retrofitted stone masonry.
Instrumentation
The specimen was densely instrumented with 40 displacement transducers (linear and wire potentiometers) to measure the in-plane deformation of the piers, their rigid body motions, eventual out-of-plane displacements, and possible relative movements between the specimen and the test set-up. A high-accuracy displacement sensor (Temposonics) was installed on the loading beam aligned with the horizontal actuator, to control the applied lateral displacements. The accurate positions of the sensors can be found in the CAD file shared online with DOI 10.60756/euc-vbua48i530.
The east façade of the specimen (facing the laboratory) was left free of any instrument to apply a Digital Image Correlation method and derive displacement and strain fields. For that, a white and black pattern was created on the specimen surface using brushes, and a high-resolution camera centered in front of the pier was used to take pictures every 10 seconds.
2. SL_URM
1
The specimen studied in the experimental campaign was built to represent the current conditions of ancient buildings typical of European and Mediterranean countries, usually constructed of double-leaf natural stone masonry with roughly dressed blocks obtained from sedimentary rocks. The stones were roughly shaped with a hammer, presenting dimensions between approximately 100 and 300 mm. The specimen’s construction comprised two layers of stone arranged in uneven horizontal courses, separated by mortar layers about 5 to 20 mm thick. The space between the two leaves of stone varied according to the stones’ irregularities and was filled with mortar and stone scraps. No through stones were provided except at the pier and wall edges. The final nominal thickness of the masonry was about 300 mm.
dwg
1. Quasi-static cyclic shear-compression tests
The specimen was subjected to quasi-static cyclic shear-compression tests by applying push-and-pull lateral displacement cycles of increasing amplitude under constant axial load, to assess the damage evolution, failure modes, deformation capacity, and lateral strength of the bare and retrofitted stone masonry.
Instrumentation
The specimen was densely instrumented with 40 displacement transducers (linear and wire potentiometers) to measure the in-plane deformation of the piers, their rigid body motions, eventual out-of-plane displacements, and possible relative movements between the specimen and the test set-up. A high-accuracy displacement sensor (Temposonics) was installed on the loading beam aligned with the horizontal actuator, to control the applied lateral displacements. The accurate positions of the sensors can be found in the CAD file shared online with DOI 10.60756/euc-vbua48i530.
The east façade of the specimen (facing the laboratory) was left free of any instrument to apply a Digital Image Correlation method and derive displacement and strain fields. For that, a white and black pattern was created on the specimen surface using brushes, and a high-resolution camera centered in front of the pier was used to take pictures every 10 seconds.
3. SL_CRM1
1
The specimen studied in the experimental campaign was built to represent the current conditions of ancient buildings typical of European and Mediterranean countries, usually constructed of double-leaf natural stone masonry with roughly dressed blocks obtained from sedimentary rocks. The stones were roughly shaped with a hammer, presenting dimensions between approximately 100 and 300 mm. The specimen’s construction comprised two layers of stone arranged in uneven horizontal courses, separated by mortar layers about 5 to 20 mm thick. The space between the two leaves of stone varied according to the stones’ irregularities and was filled with mortar and stone scraps. No through stones were provided except at the pier and wall edges. The final nominal thickness of the masonry was about 300 mm.
The CRM retrofit consisted of a glass-FRP (GFRP) mesh embedded in a mortar with a nominal thickness of 30 mm. The CRM layer was present only on one side of the wall and was mechanically connected to the wall by helicoidal steel bars with an approximate density of five per square meter of façade.
dwg
1. Quasi-static cyclic shear-compression tests
The specimen was subjected to quasi-static cyclic shear-compression tests by applying push-and-pull lateral displacement cycles of increasing amplitude under constant axial load, to assess the damage evolution, failure modes, deformation capacity, and lateral strength of the bare and retrofitted stone masonry.
Instrumentation
The specimen was densely instrumented with 40 displacement transducers (linear and wire potentiometers) to measure the in-plane deformation of the piers, their rigid body motions, eventual out-of-plane displacements, and possible relative movements between the specimen and the test set-up. A high-accuracy displacement sensor (Temposonics) was installed on the loading beam aligned with the horizontal actuator, to control the applied lateral displacements. The accurate positions of the sensors can be found in the CAD file shared online with DOI 10.60756/euc-vbua48i530.
The east façade of the specimen (facing the laboratory) was left free of any instrument to apply a Digital Image Correlation method and derive displacement and strain fields. For that, a white and black pattern was created on the specimen surface using brushes, and a high-resolution camera centered in front of the pier was used to take pictures every 10 seconds.
4. SL_CRM2
1
The specimen studied in the experimental campaign was built to represent the current conditions of ancient buildings typical of European and Mediterranean countries, usually constructed of double-leaf natural stone masonry with roughly dressed blocks obtained from sedimentary rocks. The stones were roughly shaped with a hammer, presenting dimensions between approximately 100 and 300 mm. The specimen’s construction comprised two layers of stone arranged in uneven horizontal courses, separated by mortar layers about 5 to 20 mm thick. The space between the two leaves of stone varied according to the stones’ irregularities and was filled with mortar and stone scraps. No through stones were provided except at the pier and wall edges. The final nominal thickness of the masonry was about 300 mm.
The CRM retrofit consisted of a glass-FRP (GFRP) mesh embedded in a mortar with a nominal thickness of 30 mm. The CRM layer was present on both sides of the wall and was mechanically connected to the wall by helicoidal steel bars with an approximate density of five per square meter of façade.
dwg
1. Quasi-static cyclic shear-compression tests
The specimen was subjected to quasi-static cyclic shear-compression tests by applying push-and-pull lateral displacement cycles of increasing amplitude under constant axial load, to assess the damage evolution, failure modes, deformation capacity, and lateral strength of the bare and retrofitted stone masonry.
Instrumentation
The specimen was densely instrumented with 40 displacement transducers (linear and wire potentiometers) to measure the in-plane deformation of the piers, their rigid body motions, eventual out-of-plane displacements, and possible relative movements between the specimen and the test set-up. A high-accuracy displacement sensor (Temposonics) was installed on the loading beam aligned with the horizontal actuator, to control the applied lateral displacements. The accurate positions of the sensors can be found in the CAD file shared online with DOI 10.60756/euc-vbua48i530.
The east façade of the specimen (facing the laboratory) was left free of any instrument to apply a Digital Image Correlation method and derive displacement and strain fields. For that, a white and black pattern was created on the specimen surface using brushes, and a high-resolution camera centered in front of the pier was used to take pictures every 10 seconds.
5. SQ_CRM1
1
The specimen studied in the experimental campaign was built to represent the current conditions of ancient buildings typical of European and Mediterranean countries, usually constructed of double-leaf natural stone masonry with roughly dressed blocks obtained from sedimentary rocks. The stones were roughly shaped with a hammer, presenting dimensions between approximately 100 and 300 mm. The specimen’s construction comprised two layers of stone arranged in uneven horizontal courses, separated by mortar layers about 5 to 20 mm thick. The space between the two leaves of stone varied according to the stones’ irregularities and was filled with mortar and stone scraps. No through stones were provided except at the pier and wall edges. The final nominal thickness of the masonry was about 300 mm.
The CRM retrofit consisted of a glass-FRP (GFRP) mesh embedded in a mortar with a nominal thickness of 30 mm. The CRM layer was present only on one side of the wall and was mechanically connected to the wall by helicoidal steel bars with an approximate density of five per square meter of façade.
dwg
1. Quasi-static cyclic shear-compression tests
The specimen was subjected to quasi-static cyclic shear-compression tests by applying push-and-pull lateral displacement cycles of increasing amplitude under constant axial load, to assess the damage evolution, failure modes, deformation capacity, and lateral strength of the bare and retrofitted stone masonry.
Instrumentation
The specimen was densely instrumented with 40 displacement transducers (linear and wire potentiometers) to measure the in-plane deformation of the piers, their rigid body motions, eventual out-of-plane displacements, and possible relative movements between the specimen and the test set-up. A high-accuracy displacement sensor (Temposonics) was installed on the loading beam aligned with the horizontal actuator, to control the applied lateral displacements. The accurate positions of the sensors can be found in the CAD file shared online with DOI 10.60756/euc-vbua48i530.
The east façade of the specimen (facing the laboratory) was left free of any instrument to apply a Digital Image Correlation method and derive displacement and strain fields. For that, a white and black pattern was created on the specimen surface using brushes, and a high-resolution camera centered in front of the pier was used to take pictures every 10 seconds.
6. SQ_CRM2
1
The specimen studied in the experimental campaign was built to represent the current conditions of ancient buildings typical of European and Mediterranean countries, usually constructed of double-leaf natural stone masonry with roughly dressed blocks obtained from sedimentary rocks. The stones were roughly shaped with a hammer, presenting dimensions between approximately 100 and 300 mm. The specimen’s construction comprised two layers of stone arranged in uneven horizontal courses, separated by mortar layers about 5 to 20 mm thick. The space between the two leaves of stone varied according to the stones’ irregularities and was filled with mortar and stone scraps. No through stones were provided except at the pier and wall edges. The final nominal thickness of the masonry was about 300 mm.
The CRM retrofit consisted of a glass-FRP (GFRP) mesh embedded in a mortar with a nominal thickness of 30 mm. The CRM layer was present on both sides of the wall and was mechanically connected to the wall by helicoidal steel bars with an approximate density of five per square meter of façade.
dwg
1. Quasi-static cyclic shear-compression tests
The specimen was subjected to quasi-static cyclic shear-compression tests by applying push-and-pull lateral displacement cycles of increasing amplitude under constant axial load, to assess the damage evolution, failure modes, deformation capacity, and lateral strength of the bare and retrofitted stone masonry.
Instrumentation
The specimen was densely instrumented with 40 displacement transducers (linear and wire potentiometers) to measure the in-plane deformation of the piers, their rigid body motions, eventual out-of-plane displacements, and possible relative movements between the specimen and the test set-up. A high-accuracy displacement sensor (Temposonics) was installed on the loading beam aligned with the horizontal actuator, to control the applied lateral displacements. The accurate positions of the sensors can be found in the CAD file shared online with DOI 10.60756/euc-vbua48i530.
The east façade of the specimen (facing the laboratory) was left free of any instrument to apply a Digital Image Correlation method and derive displacement and strain fields. For that, a white and black pattern was created on the specimen surface using brushes, and a high-resolution camera centered in front of the pier was used to take pictures every 10 seconds.
7. SL_FRM2
1
The specimen studied in the experimental campaign was built to represent the current conditions of ancient buildings typical of European and Mediterranean countries, usually constructed of double-leaf natural stone masonry with roughly dressed blocks obtained from sedimentary rocks. The stones were roughly shaped with a hammer, presenting dimensions between approximately 100 and 300 mm. The specimen’s construction comprised two layers of stone arranged in uneven horizontal courses, separated by mortar layers about 5 to 20 mm thick. The space between the two leaves of stone varied according to the stones’ irregularities and was filled with mortar and stone scraps. No through stones were provided except at the pier and wall edges. The final nominal thickness of the masonry was about 300 mm.
The FRM layer was mechanically connected to the wall by helicoidal steel bars with an approximate density of five per square meter of façade.
dwg
1. Quasi-static cyclic shear-compression tests
The specimen was subjected to quasi-static cyclic shear-compression tests by applying push-and-pull lateral displacement cycles of increasing amplitude under constant axial load, to assess the damage evolution, failure modes, deformation capacity, and lateral strength of the bare and retrofitted stone masonry.
Instrumentation
The specimen was densely instrumented with 40 displacement transducers (linear and wire potentiometers) to measure the in-plane deformation of the piers, their rigid body motions, eventual out-of-plane displacements, and possible relative movements between the specimen and the test set-up. A high-accuracy displacement sensor (Temposonics) was installed on the loading beam aligned with the horizontal actuator, to control the applied lateral displacements. The accurate positions of the sensors can be found in the CAD file shared online with DOI 10.60756/euc-vbua48i530.
The east façade of the specimen (facing the laboratory) was left free of any instrument to apply a Digital Image Correlation method and derive displacement and strain fields. For that, a white and black pattern was created on the specimen surface using brushes, and a high-resolution camera centered in front of the pier was used to take pictures every 10 seconds.
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