Tests of Joints in AAC Masonry Walls

GALMAN, Iwona; JASIŃSKI, Radosław

doi:10.21307/acee-2018-056

Figures & Tables

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

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

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

Linear approximation of joint’s behaviour

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)

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

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

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)
	u_el mm	u_pl mm	N_el kN	N_pl kN	u_el,gr mm	u_gr,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
Model	K_t MN/m	K_t,mv MN/m	K_d MN/m	K_d,mv MN/m	K_r MN/m	K_r,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	f_y N/mm²	E_s 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
Type of connector	e_cr,mv mm	e_d,mv mm	e_u,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
Type of connector	e_el,u mm	e_pl,u mm	e_gr 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
	N_cr kN	N_cr,mv kN	N_d kN	N_d,mv kN	N_u kN	N_u,mv kN	u_cr mm	u_cr,mv mm	u_d mm	u_d,mv mm	u_u mm	u_u,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)
N_cr,mv kN	N_u,mv kN	N_r,mv kN	N_cr kN	N_u kN	N_r 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)
u_cr,mv mm	u_u,mv mm	u_r,mv mm	u_cr mm	u_u mm	u_r mm
0.10	0.24	6.32	0.09	0.24	4.27

Tests of Joints in AAC Masonry Walls

Figures & Tables

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