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Tests of Joints in AAC Masonry Walls

Iwona GALMAN
Iwona GALMAN
 und 
Radosław JASIŃSKI
Radosław JASIŃSKI
   | 02. März 2022
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Online veröffentlicht: 02. März 2022
Seitenbereich: 79 - 92
Eingereicht: 21. Mai 2018
Akzeptiert: 06. Nov. 2018
DOI: https://doi.org/10.21307/acee-2018-056
Schlüsselwörter
© 2018 Iwona Galman et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1.

Scheme and view of the modified testing set-up
Scheme and view of the modified testing set-up

Figure 2.

Geometry: a) of P type reference masonry wall, b) masonry walls with steel connectors (wall B and F), c) method of the anchorage with steel punched flat profile, d) method of connection with a wall junction strip
Geometry: a) of P type reference masonry wall, b) masonry walls with steel connectors (wall B and F), c) method of the anchorage with steel punched flat profile, d) method of connection with a wall junction strip

Figure 3.

Failure of a P series model a) first cracks in the reference model P_2 b) view of the joint at the moment of failure P_3
Failure of a P series model a) first cracks in the reference model P_2 b) view of the joint at the moment of failure P_3

Figure 4.

Relationship between the total force and mean relative displacement of the joint – test and calculation results
Relationship between the total force and mean relative displacement of the joint – test and calculation results

Figure 5.

Linear approximation of joint’s behaviour
Linear approximation of joint’s behaviour

Figure 6.

View of the models at the moment of failure: a) model B_2 with wall junction strips, b) model F_3 with bars
View of the models at the moment of failure: a) model B_2 with wall junction strips, b) model F_3 with bars

Figure 7.

Failure of B and F series models a) view of a damaged model with dimensioned displacements between the bed joints in perpendicular walls (B_1) b) typical cambers in the wall junction strip flat profile within the joint (B_3) c) view of a bar joining the walls, pulled out after the test (F_2)
Failure of B and F series models a) view of a damaged model with dimensioned displacements between the bed joints in perpendicular walls (B_1) b) typical cambers in the wall junction strip flat profile within the joint (B_3) c) view of a bar joining the walls, pulled out after the test (F_2)

Figure 8.

Relationship between the total force and mean relative displacement of the joint
Relationship between the total force and mean relative displacement of the joint

Figure 9.

Linear approximation of work of reinforced joint (1 – connector)
Linear approximation of work of reinforced joint (1 – connector)

Figure 10.

Comparison of test results with the calculation results according to the engineering model
Comparison of test results with the calculation results according to the engineering model

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)
uel mm upl mm Nel kN Npl kN uel,gr mm ugr,y mm
B 2.48·10-4 3.72·10-4 10.4 15.6 1.69 0.68 0.02 mm(0.02t) 0.04 (0.04t)
F 1.64·10-1 2.78·10-1 15.1 25.6 1.76 0.79 1.19 mm(0.12ϕ) 3.14 (0.31ϕ)

Joint stiffness

Model Elastic joint stiffness Residual joint stiffness Residual force
Kt MN/m Kt,mv MN/m Kd MN/m Kd,mv MN/m Kr MN/m Kr,mv MN/m
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

Testing program

Series name Type of joint l mm A mm2 I mm4 fy N/mm2 Es N/mm2 No. of walls in series
P Traditional masonry bond -- -- -- -- -- 3
B Perforated wall junction strip b×t= 22×1 mm 300 (300 t) 22 1.83 144 66225 3
F Steel bar ϕ10 300 (30 ϕ) 79 491 536 190500 3

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
ecr,mv mm ed,mv mm eu,mv mm e mm
B 0.35 (0.35t) 0.56 (0.56t) 0.87 (0.87t) 0.59 (0.59t)
F 23.8 (2.4ϕ) 48.6 (4.9ϕ) 53.0 (5.3ϕ) 41.8 (4.18ϕ)

Lengths of connectors determined from the conditions of displacements

Type of connector Elastic phase Failure phase Limit length of the connector
eel,u mm epl,u mm egr mm
B 11.2 (11t) 80.5 (80t) 300 t
F 30.7 (3.1 ϕ) 228.5 (22.9 ϕ) 30 ϕ

Test results

Model Cracking force Dowel force Force at failure Displacement at the moment of cracking Dowel displacement Displacement right before failure
Ncr kN Ncr,mv kN Nd kN Nd,mv kN Nu kN Nu,mv kN ucr mm ucr,mv mm ud mm ud,mv mm uu mm uu,mv mm
B_1 24 17.6 17 11.1 10 10.6 0.12 0.09(0.09t) 0.82 0.80 3.36 6.86(6.86t)
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(0.9ϕ) 1.29 1.75 6.96 8.31(0.83ϕ)
F_2 28 14 20 0.07 1.94 9.17
F_3 27 12 19 0.08 2.01 8.81

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)
Ncr,mv kN Nu,mv kN Nr,mv kN Ncr kN Nu kN Nr kN
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)
ucr,mv mm uu,mv mm ur,mv mm ucr mm uu mm ur mm
0.10 0.24 6.32 0.09 0.24 4.27
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