The overview of laboratory tests of joints presented in [1] shows that there are no complete works related to the investigation of the behaviour of wall joints. This concerns not only walls made of AAC blocks but also the walls made of other masonry units. Because the problem of joints and co-operation between the walls is poorly investigated, calculations of such structures are hardly made. There are no code regulations for determination of internal forces and stresses acting in the intersection of the walls as well as for ULS and SLS control. A few existing tests do not allow to describe the mechanism of work of a wall joint, let alone to formulate the rules for design or construction. Therefore, the authors defined the following goals of their research: To investigate the mechanism of cracking and failure of the walls made of AAC blocks (most popular ma-sonry units currently used in Poland), To compare the load-bearing capacity of wall joints made with traditional masonry bond and with the use of steel connectors, To aim at formulating simplified models of the behaviour of unreinforced and reinforced wall joints.
In the pilot tests where the models were composed of a web wall and two perpendicular flange walls, the obtained results were difficult to interpret and it was impossible to evaluate the behaviour of a single joint. To avoid this drawback, in the main phase of the tests the shape of the test elements and the test stand were changed. The tests were performed in the dedicated, specifically designed test stand, composed of a steel frame and vertical confining elements. The force causing shear in the joint was induced by a hydraulic jack of 1000 kN range and measurements were recorded with a force gauge of 250 kN range. The models were loaded in one cycle until failure by applying the force with 0.1 kN/s speed. The distance between the supports was equal to 87 cm. Vertical load generating shear was transferred linearly along the whole height of the wall; thanks to that uniform shear stress was induced in the joint. Static scheme of the test models and the view of the test stand are shown in Fig. 1. During the test continuous recordings were made of the loading and displacement of the loaded wall with respect to the non-loaded wall. Recordings were made with two independent systems. One side of the test model was monitored with the use of the optical displacement recorder ARAMIS. The other side was monitored with the use of three inductive displacement transducers of PJX-10 type with 10 mm range and 0.002 mm accuracy.
The tests were performed on the models made of AAC masonry units and system mortar for thin joints, with unfilled head joints. Compressive strength of masonry, determined acc. to PN-EN 1052-1:2000 and presented in [2], was equal to
Three series of three models of identical shape and size were made and tested. The models were monosym-metric and had a T shape with a web and a flange of ~89 cm length. A joint was formed between the loaded and non-loaded wall, which structure was differentiated. In the series of models denoted as
Testing program
Series name | Type of joint | No. of walls in series | |||||
---|---|---|---|---|---|---|---|
P | Traditional masonry bond | -- | -- | -- | -- | -- | 3 |
B | Perforated wall junction strip b×t= 22×1 mm |
300 (300 |
22 | 1.83 | 144 | 66225 | 3 |
F | Steel bar ϕ10 |
300 (30 ϕ) | 79 | 491 | 536 | 190500 | 3 |
All the tested unreinforced models behaved in a similar manner. In the initial phase of loading, no crashes were heard and no spalling of side surfaces of the elements were visible. This phase lasted until first slanted cracks appeared in the direct vicinity of the joint (Fig. 3a). The increase of loading caused significant development of cracks at the joint and their propagation towards the reinforced concrete column transferring the load. The high-est value of force was registered in this phase. Further loading caused an important increase of relative displacements and rotation of the joined walls. After the failure the joint was dismantled (Fig. 3b) which revealed almost vertical shearing of the elements in the joint. No visible damages were noticed in other elements.
Mechanism of cracking of the elements is also visible in the diagrams of the relationship between the load
This phase finished under the maximum forces of elastic joint stiffness:
post-elastic joint stiffness:
residual joint stiffness:
Test results Joint stiffness
Model
Cracking force
Force at failure
Residual force
Displacement at the moment of cracking
Displacement right before failure
Residual dis-placement
P_1
27.3
33.7
56.3
48.3
20.7
14.9
0.07
0.10
0.31
0.24
6.36
6.32
P_2
42.6
50.0
10.2
0.12
0.25
6.97
P_3
31.2
38.6
13.8
0.12
0.16
5.64
Model
Elastic joint stiffness
Residual joint stiffness
Residual force
P_1
413
341
119
114
6
5
P_2
341
60
6
P_3
268
163
5
Based on the performed test an attempt was made to describe the work of the unreinforced wall joint analyti-cally. The following assumptions were made: walls are made of the Group 1 elements without holes with thin joints and unfilled head joints, thickness of the stiffening wall is not bigger than the thickness of the transverse wall, there are two phases of work of the wall joint: elastic, post-elastic and failure, Elastic phase in the range of loads 0 – Post-elastic phase in the range of loads Failure phase in the range of loads elastic joint stiffness and displacement:
post-elastic joint stiffness:
in which the relationships between the load and displacement
where:
Comparison of test and calculation results
Joint model test | Calculation results | ||||
Cracking force | Failure force | Residual force | Cracking force (7) | Failure force (9) | Residual force (11) |
33.7 | 48.3 | 14.9 | 30.0 | 45.9 | 15.3 |
Cracking dis-placement | Failure dis-placement | Residual dis-placement | Cracking displacement (6) | Failure dis-placement (8) | Residual force (10) |
0.10 | 0.24 | 6.32 | 0.09 | 0.24 | 4.27 |
where:
where:
Using the obtained semi-empirical relationships displacements were calculated; the results are collectively pre-sented in Table 4 and Fig. 5.
In the models reinforced with steel connectors (
Phases of work of the element could be also presented in the diagrams of the load
The observed phases of work of the reinforced joint allowed to create an
The values of forces and accompanying displacements are collectively presented in Table 5, while linear ap-proximation of the results is shown in Fig. 9. In each phase of work stiffnesses of the joints were determined according to the Eqs. (1–3) and collectively presented in Table 6.
Test results
Model | Cracking force | Dowel force | Force at failure | Displacement at the moment of cracking | Dowel displacement | Displacement right before failure | ||||||
B_1 | 24 | 17.6 | 17 | 11.1 | 10 | 10.6 | 0.12 | 0.09 |
0.82 | 0.80 | 3.36 | 6.86 |
B_2 | 16 | 7 | 11 | 0.05 | 1.06 | 8.60 | ||||||
B_3 | 12 | 9 | 11 | 0.09 | 0.52 | 8.61 | ||||||
F_1 | 25 | 26.5 | 13 | 13.0 | 21 | 20.2 | 0.12 | 0.09 |
1.29 | 1.75 | 6.96 | 8.31 |
F_2 | 28 | 14 | 20 | 0.07 | 1.94 | 9.17 | ||||||
F_3 | 27 | 12 | 19 | 0.08 | 2.01 | 8.81 |
Joint stiffness
Model | Elastic joint stiffness | Residual joint stiffness | Residual force | |||
---|---|---|---|---|---|---|
B_1 | 202 | 221 | 10 | 9 | 3 | 1 |
B_2 | 330 | 9 | 1 | |||
B_3 | 132 | 7 | 0 | |||
F_1 | 215 | 320 | 10 | 8 | 1 | 1 |
F_2 | 400 | 8 | 1 | |||
F_3 | 344 | 8 | 1 |
To theoretically represent phases of work of the joint it is necessary to perform auxiliary tests of the elements and conduct advanced FEM-based analyses of the models. However, to describe the behaviour of the joint some simplifications can be used derived from the literature of the subject [7, 8].
The following assumptions were made: walls are made of the Group 1 elements without holes with thin joints and unfilled head joints, thickness of bed joints allow assuring proper cover of the connectors, thickness of the stiffening wall is not bigger than the thickness of the transverse wall, there are two phases of work of the wall joint: elastic and failure,
Elastic phase in the range of loads 0 –
Failure phase in the range of loads
In which the relationships between the load and displacement
in all phases of work shear load is transferred by the connectors acting as bars fixed at both ends in the bed joints mortar,
the value of force causing displacement
while the corresponding moment is equal to:
where:
the model of the reinforced joint can be used under the following conditions:
In the elastic phase, when equations of the displacement method are used, the influence of normal forces on the elongation of the bar is neglected and vertical displacement
Relative displacements determined at the moment of plastic hinges formation in the connectors satisfy the conditions:
Length of the connector in the limit state must satisfy the conditions:
Stresses in the outermost fibres of the connector fixed in bed joints increase proportionally to the displacement
where:
With an increase of relative displacement of the connector’s ends the whole cross-section of the connector yields and the reactions at the end are equal to:
where:
Apart from the material parameters such as plasticity limit of elastic modulus, in Eqs. (12) and (13) there appear also the lengths of connectors
The obtained results are collectively presented in Table 7.
Lengths of connectors determined based on the condition of forces acting in the joint
Type of connector | Elastic phase | Post-elastic phase | Failure phase | Mean value |
---|---|---|---|---|
B | 0.35 (0.35 |
0.56 (0.56t) | 0.87 (0.87 |
0.59 (0.59 |
F | 23.8 (2.4ϕ) | 48.6 (4.9ϕ) | 53.0 (5.3ϕ) | 41.8 (4.18ϕ) |
The connectors lengths
Assuming that the length of the connector is equal to
where:
The obtained results of failure forces are collectively presented in Table 8.
Calculated lengths of connectors
Type of connector | Displacements | Forces | Ultimate displacements | |||||
---|---|---|---|---|---|---|---|---|
Elastic phase | Failure phase | Elastic phase | Failure phase | Assumptions of the method | Condition of the connector’s rapture (21) | |||
B | 2.48·10-4 | 3.72·10-4 | 10.4 | 15.6 | 1.69 | 0.68 | 0.02 mm |
0.04 (0.04 |
F | 1.64·10-1 | 2.78·10-1 | 15.1 | 25.6 | 1.76 | 0.79 | 1.19 mm |
3.14 (0.31ϕ) |
As a result of the applied procedure for the determination of the connectors length, the obtained values of forces inducing yielding stresses in the outermost fibres of the connectors were smaller than experimentally-determined cracking forces. The difference was equal to 69–76%. On the other hand, in the phase of complete yielding undesirable overestimation of load-bearing capacity was obtained as the calculated forces were by around 21%–32% higher than the forces obtained in the tests. The obtained displacements results, which were significantly smaller than the experimental ones require also some comment. It was assumed that the connectors have ends fixed in either bed joints or masonry elements. As shown in Fig. 9 under large vertical displacements occurring in the failure phase horizontal displacements
The ultimate value of vertical displacement can be determined assuming that at vertical displacement of the connector the force
and a corresponding force is equal to:
The force causing elongation of the connectors should be equilibrated by the adhesion force
where:
Finally, the ultimate vertical displacement can be written in the following form:
Additionally, a condition must be taken into account of yielding of the connector’s cross-section due to elongation, then the additional condition can be expressed as:
The obtained results are collectively presented in Table 9.
Lengths of connectors determined from the conditions of displacements
Type of connector | Elastic phase | Failure phase | Limit length of the connector |
---|---|---|---|
B | 11.2 (11 |
80.5 (80 |
300 |
F | 30.7 (3.1 ϕ) | 228.5 (22.9 ϕ) | 30 ϕ |
Of course, the equivalent lengths of connectors do not have a physical meaning because they were determined for a hypothetical state of yielding of the outermost fibres or entire cross-section. In the B-type connectors, the lengths of around (11–80)
Summarizing, the values of forces and displacements, as well as the stiffnesses of the joint, can be determined using the engineering models of the joint with the following formulas:
Elastic phase – B-type connector:
Post-elastic phase – B-type connector:
Elastic phase – F-type connector:
Post-elastic phase – F-type connector:
The values of empirical coefficients
The presented tests are a part of the research performed currently at the Laboratory of Civil Engineering Faculty of the Silesian University of Technology in the topic of joints of walls made of AAC blocks. Hereafter are presented only three models with traditional masonry bond.
The process of damage and development of cracking in the wall with masonry bond was progressing in stages and was relatively smooth. Before failure, visible cracking developed within the joint. Individual phases of work were defined based on which an empirical method was proposed for the determination of forces and displacements in wall joints using the results of simple standard tests. With such an approach satisfactory compliance was achieved. The paper presents also test results of joints with steel connectors: wall junction strip (B models) and bars (F models). Analogically as in case of unreinforced walls, the phases of work of the joints were identified and de-scribed. Base on the well-known relationships, an engineering approach was proposed for determination of the values of cracking and maximum forces in the joint.
Future works should include testing of additional model elements for the statistical definition of empirical pa-rameters of the models as well as the parameters defining anchorage of the connectors in bed joints or in the masonry wall. FEM-based analyses are also necessary for proper characterization of joints behaviour and mostly for determination of their realistic length –