The Masonry Database is an online database containing the results of experimental tests carried out on masonry panels of masonry buildings located in the Tuscany Region. The tests results are supported by a qualitative description of the building, by a qualitative description of the masonry and by the evaluation of the Masonry Quality Index (IQM, Borri e De Maria, 2019). The results are compared with the reference values of the mechanical characteristics of resistance and deformability proposed in the Circolare Ministeriale n. 7/2019 (Table C.8.5.I), also considering the correction coefficients proposed in Table C.8.5.II
Table 1: Table C.8.5.I
Reference values of the mechanical parameters (minimum and maximum) and average specific weight for different types of masonry Circ. Min. 7/2019
|
Masonry type |
Category |
fm |
t0 |
fv0 |
E |
G |
W |
|---|---|---|---|---|---|---|---|
|
Disorganized irregular stone |
I |
1.0 |
0.018 |
-- |
690 |
230 |
19 |
|
Barely cut stone, with leaves of uneven thickness (*) |
II |
2.00 |
0.035 |
-- |
1020 |
340 |
20 |
|
Roughly cut stone with good texture |
III |
2.6 |
0.056 |
-- |
1500 |
500 |
21 |
|
Irregular soft stone |
IVa |
1.4 |
0.028 |
-- |
900 |
300 |
13-16 (**) |
|
Ashlars of soft stone |
IVb |
2.0 |
0.04 |
0.10 |
1200 |
400 |
13-16 (**) |
|
Stone square blocks |
V |
5.8 |
0.09 |
0.18 |
2400 |
800 |
22 |
|
Bricks and lime mortar (***) |
VI |
2.6 |
0.05 |
0.13 |
1200 |
400 |
18 |
|
Hollow bricks with cementitious mortar (e.g., holes <= 40%) |
VII |
5.0 |
0.08 |
0.20 |
3500 |
875 |
15 |
(*) For the barely cut stone masonry, the tabulated resistance values can be increased if the presence of deep stone wedges is systematic, which improve the contacts and increase the connection between the stone elements; in the absence of more precise assessments, a coefficient of 1.2 can be used.
(**) Given the lithological variety of the soft stone, the specific weight is highly variable but can be easily estimated with direct tests. For masonry in ashlars of soft stone, in the presence of a direct characterization of the compressive strength of the constituent elements, the compressive strength f can be assessed through the indications of § 11.10 of NTC.
(***) For brick masonry, it is advisable to reduce the tabulated values in presence of joints with a thickness greater than 13 mm; in the absence of more precise assessments, it is suggested to use a reduction coefficient of 0.7 for the resistances and 0.8 for the elastic modules.
Table 2: Table C.8.5.II
Correction coefficients of the mechanical parameters (indicated in Table C.8.5.I) Circ. Min. 7/2019
|
Masonry typology |
State of fact |
Strengthening interventions |
|||||
|---|---|---|---|---|---|---|---|
|
Good mortar |
Stringcourses or |
Transversal |
Injections (*) |
Jacketing (**) |
Reinforced joints sealing with |
Maximum overall |
|
|
1 |
3 |
4 |
6 |
7 |
8 |
||
|
Disorganized irregular stone (pebbles, erratic and irregular stones) |
1.5 |
1.3 |
1.5 |
2.0 |
2.5 |
1.6 |
3.5 |
|
Barely cut stone, with wall of uneven thickness |
1.4 |
1.2 |
1.5 |
1.7 |
2.0 |
1.5 |
3.0 |
|
Roughly cut stone with good texture |
1.3 |
1.1 |
1.3 |
1.5 |
1.5 |
1.4 |
2.4 |
|
Irregular soft stone (tuff, limestone, etc.) |
1.5 |
1.2 |
1.3 |
1.4 |
1.7 |
1.1 |
2.0 |
|
Ashlars of soft stone (tuff, limestone, etc.) |
1.6 |
- |
1.2 |
1.2 |
1.5 |
1.2 |
1.8 |
|
Stone square blocks |
1.2 |
- |
1.2 |
1.2 |
1.2 |
- |
1.4 |
|
Bricks and lime mortar |
(***) |
- |
1.3 |
1.2 |
1.5 |
1.2 |
1.8 |
|
Hollow bricks with cementitious mortar (e.g., holes <=40%) |
1.2 |
- |
- |
- |
1.3 |
- |
1.3 |
(*) The corrective coefficients relating to injections of binding mixtures must be commensurate with the actual benefit to the masonry, which can be seen from checks both during the execution phase (Injection) and a posteriori (experimental tests through sonic or similar tests).
(**) Values to be conveniently reduced in the case of walls of considerable thickness (e.g.> 70 cm).
(***) In the case of brick masonry, "good mortar" means a mortar with an average compressive strength fm greater than 2 N/mm2. In this case, the corrective coefficient can be set equal to fm 0.35 (fm in N/mm2).
(****) In the case of brick masonry, the transversely connected masonry is assumed as that laid out in a workmanlike manner.
The Masonry Database arised from the Agreement of Scientific Collaboration between the Seismic Sector of the Tuscany Region and the Department of Civil and Environmental Engineering of the University of Florence..
The project was included also in the DPC-RELUIS 2014-2018, research program on masonry structures.
The Masonry Database is developed to provide support to researchers and freelance engineers in the preliminary phase of the knowledge process of masonry buildings. This tool provides both a complete qualitative characterization of the masonry types and their mechanical characteristics values.
The database will be continuously updated for reaching a statistically significant number of experimental tests, in order to characterize qualitatively and mechanically in an appropriate way the investigated masonry types.
Do you want to include experimental tests in the Masonry Database? Please, contact us.
Attention: the Authors of the Masonry Database are NOT responsible for the choice and use by the Users of the experimental tests results in the structural analyses.