Patch Loading Tests for Flooring Particleboard - Forest and Wood ...

Manufacturing & Products 

Project No. PN01.1500 

Patch Loading Tests for 

Flooring Particleboard

© 2004 Forest & Wood Products Research & Development Corporation 

All rights reserved. 

Publication: Patch Loading Tests for Flooring Particleboard 

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without the prior written consent of the Forest and Wood Products Research and 

Development Corporation. 

Project no: PN01.1500 

Researchers: 

C. Adam and H. Milner 

Monash Timber Engineering Centre (Clayton Campus) 

Wellington Road, Clayton, Victoria 3800 

Forest and Wood Products Research and Development Corporation 

PO Box 69, World Trade Centre, Victoria 8005 

Phone: 03 9614 7544 Fax: 03 9614 6822 Email: info@fwprdc.org.au 

Web: www.fwprdc.org.au

Patch Loading Tests for Flooring Particleboard 

Prepared for the 

Forest & Wood Products 

Research & Development Corporation 

by 

C. Adam & H.R. Milner 

The FWPRDC is jointly funded by the Australian forest and wood products industry 

and the Australian Government.

1 OBJECTIVES 

To conduct a series of tests as detailed in Table 1 to: 

1. establish the capacity of panels under 100mm x 100mm patch loads placed in a 

region of a spline 

2. to establish the capacity of 19mm and 22mm panels away from splines at spans of 

300mm and 450mm. 

3. to establish capacity of 25 mm panels both at splines and away from splines at 

spans of 300mm, 450mm and 600mm. 

Table 1: Details of patch loading test specimens (Flooring grade particleboard) 

(a) SPAN = 300 mm Nominal thickness = Nominal thickness = Nominal thickness = 

19 mm 

22 mm 

25 mm 

Load Configuration Total No of specimens Total No of specimens Total No of specimens 

tested 

tested 

tested 

Patch load at the centre of 

adjacent span (Fig.1) 

6 6 6 

Patch load at the edge of 


6 6 6 

Spline tests (Fig. 3) 6 6 

6 

(b) SPAN = 450 mm Nominal thickness = Nominal thickness = Nominal thickness = 

19 mm 

22 mm 

25 mm 


tested 

tested 

tested 

Patch load at the centre of 


6 6 6 



6 6 6 


6 

(c) SPAN = 600 mm Nominal thickness = Nominal thickness = Nominal thickness = 

19 mm 

22 mm 

25 mm 


tested 

tested 

tested 

Patch load at the centre 

of adjacent span (Fig.1) 

- - 6 



- - 6 


6 

2

450, 300 mm 

Steel plate 

(100x100x20)mm 

150 225 

3 x (300, 450, 

600) mm 

Fig. 1 Patch load applied at centre of 

adjacent span 

450, 300 mm 

Steel plate 

(100x100x20)mm 

150, 225, 300mm 

Fig. 3 Patch load at spline 

2. TEST SPECIMENS 

3 

Fig. 2 Patch load applied at edge of 

adjacent span 

All test specimens were provided by the Australian Wood Panels Association. All Flooring 

grade particleboard (thicknesses of 19 and 22 mm) was delivered to Monash Timber 

Engineering Centre from the Ballart plant of Laminex Industries. The extent to which such 

material is representative of all manufacturers is not known. 

3. TEST ARRANGEMENTS 

900, 600 mm 

3 x (300, 450, 600) mm 

Spline Line 

900, 600 mm 

150, 225, 

300 mm 

Steel plate 

(100x100x20)mm 

3 x (300, 450, 600) mm 

(900, 600) 

3.1 General 

The SAA Loading code, part 1, requires that floors be designed for both distributed 

and a concentrated live load. The flooring design is invariably affected by the 

concentrated live load. In the case of domestic floor the patch size is 350 mm 2 and, for 

other floors, 0.01 m 2 . In the tests reported herein all loads were applied through a patch 

100 x 100 mm = 0.01 m 2 . 

120

The load arrangement and other details are illustrated in Fig. 4. All tests were conducted 

over spans of 300, 450 and 600 mm. The load was applied by an Instron loose ram testing 

system in which the ram was supported by a heavy reaction frame although the rigidity of 

the frame holding the Instron jack was effectively infinite checks were made to ensure that 

frame deformation did not affect the results. Loading was applied at a rate corresponding to 

a deflection increase of 5 mm/minute. This usually caused failure after approximately 2 

minutes. 

Load applied Steel plate(100x100)mm 

3 x (300 or 450 or 600) mm 

Fig. 4 Test arrangement for the patch loading test 

4 LOAD CAPACITY AS LIMITED BY STRENGTH CRITERIA - EQUIVALENT 

TEST LOAD (ETL) 

The permissible loads as limited by strength criteria have been established using the 

prototype testing provisions given in the Australian Standard AS1720.1, Timber Structures 

Code, Clause A5. Under these provisions the structure must support in a short term test a 

load 3.6 times the permissible load as determined below. The exact value is determined 

using AS1720.1 - equation A5.4 (b) . 

Pmin = ETL = 

Rearranged: 

Pworking = 

22 . k26k27k28 k 

1 

k1 

22 . k k k 

Pmin 

26 27 28 

Pworking = Working load for permanent conditions. 

Where: 

Pworking (A2) 

Pmin = Minimum test load to be applied to justify a working load Pworking. 

k1 = 1.0 (Table 2.5 AS1720.1-1988) 

k26 = 1.1 (Table A1 AS1720.1-1988) 

k27 = 1.0 (Table A2 AS1720.1-1988) 

k28 = 1.46 (Table A3 AS1720.1-1988) - assuming 15% coefficient of variation and 6 

replicates for each test condition. 

4

Hence 

Pworking = 

1 

Pmin = 

22 . x11 . x10 . x1.46 

P min 

353 . 

(1) 

Attention is drawn to the fact that, if 30 replicates are tested, k28 is reduced to 1.1 and this 

has a considerable impact on the calculated value of Pworking = . There is, of course, 

266 . 

an increased probability that a lower value of Pmin will appear among the test data if more 

specimens are tested but the fact that only 5 test replicates are available imposes a 

severe statistical penalty factor under AS1720.1 provisions. To a large extent this does 

not matter in the tests as conducted since it is deflection criteria which control the load 

capacity. 

5 

P min

5. SUMMARY OF RESULTS 

5.1 Flooring grade PB (t = 19mm), based on 600mm span 

AWPA safe for 3 mm deflection 1.3 

Test load at 3mm deflection 1.1 

AWPA safe load for 2 mm deflection 0.9 


Minimum Equivalent Testing Load for 

bending strength (Pworking) 

1.0 1 

Comparison of final results 

0 0.2 0.4 0.6 0.8 1 1.2 1.4 

0.7 

Load (kN) 

0.9 

1 

6 

1.1 

1.3 

Minimum Equivalent Testting 

Load for bending strength 

(Pworking) 

Test load based on 2mm 

deflection 

AWPA safe load based on 2 mm 

deflection 


deflection 


deflection 

1 Load is the value given by equ(1) and is based on the lowest value observed for each of the load 

configurations 1-4 (section 3). Invariabily load configuration 4 gave the worst result.

5.2 Flooring grade PB (t = 22mm), based on 600mm span 





Minimum Equivalent Testing Load for 

bending strength (Pworking) 

1 

1.6 2 

Comparison of final results 

0 0.5 1 1.5 2 2.5 

Load (kN) 

1.5 

1.6 

1.6 

7 

2.3 

Minimum Equivalent Testting 

Load for bending strength 

(Pworking) 


deflection 


deflection 


deflection 


deflection 

2 Load is the value given by equ(1) and is based on the lowest value observed for each of the load 

configurations 1-4 (section 3). Invariabily load configuration 4 gave the worst result.

APPENDIX 

RESULTS FROM INDIVIDUAL TESTS 

8

A1 PATCH LOADING TEST RESULTS 

A1.1 Load configuration 1: 

A1.1.1 Flooring Grade Particleboard 

(thickness = 22 mm) 

Specimen Failure Deflection Load kN at Load kN at 

Load (kN) at failure 2mm Defl. 3mm Defl. 

PB FLR 6A 9.3 12.2 1.5 2.3 

PB FLR 7A 10.2 11.2 1.6 2.5 

PB FLR 8A 10.9 11.7 1.6 2.5 

PB FLR 9A 8.9 11.3 1.5 2.2 

PB FLR 10A 10.0 12.2 1.4 2.0 

Mean Load & 

Deflection 

9.9 11.7 1.5 2.3 

Min. Failure Load 

(kN) 

8.90 

Variance (V) 12.6 

Pworking (kN) 2.5 



Specimen Failure Deflection Load kN at Load kN at 

Load (kN) at failure 2mm Defl. 3mm Defl. 

PB FLR 6B 7.8 12.9 1.2 1.8 

PB FLR 7B 6.9 11.2 1.2 1.9 

PB FLR 8B 7.0 11.2 1.3 2.0 

PB FLR 9B 7.5 13.0 1.1 1.7 

PB FLR 10B 6.8 12.3 1.1 1.6 

Mean Load & 

Deflection 

7.2 12.1 1.9 1.8 


(kN) 

6.8 



9




Specimen Failure Load Deflection at Load kN at Load kN at 

(kN) 

failure 2mm Defl. 3mm Defl. 

PB FLR 6A 7.1 12.4 1.2 1.8 

PB FLR 7A 8.2 13.2 1.2 1.8 

PB FLR 8A 7.7 12.5 1.2 1.8 

PB FLR 9A 8.2 13.0 1.2 1.8 

PB FLR 10A 8.4 12.4 1.2 1.8 

Mean Load & 

Deflection 

7.9 12.7 1.2 1.8 


(kN) 

7.1 






(kN) 


PB FLR 6B 5.7 14.0 0.8 1.3 

PB FLR 7B 4.8 13.0 0.7 1.1 

PB FLR 8B 5.0 11.8 0.9 1.3 

PB FLR 9B 5.1 12.4 0.8 1.2 

PB FLR 10B 4.5 11.3 0.8 1.2 

Mean Load & 

Deflection 

5.0 12.5 0.8 1.2 


(kN) 

4.5 



10


A1.3.1 Flooring Grade Particleboard (thickness = 22 mm) 


(kN) 


PB FLR 1A 9.8 11.9 1.5 2.3 

PB FLR 2A 9.8 12.0 1.5 2.3 

PB FLR 3A 10.6 12.0 1.6 2.4 

PB FLR 4A 10.1 12.0 1.5 2.3 

PB FLR 5A 9.5 11.8 1.5 2.2 

Mean Load & 

Deflection 

9.96 11.9 1.5 2.3 


(kN) 

9.5 





(kN) 


PB FLR 1B 7.1 12.5 1.1 1.7 

PB FLR 2B 6.1 10.8 1.1 1.7 

PB FLR 3B 5.8 11.5 1.0 1.6 

PB FLR 4B 7.0 12.6 1.1 1.6 

PB FLR 5B 7.7 13.7 1.1 1.6 

Mean Load & 

Deflection 

6.7 12.2 1.1 1.7 


(kN) 

5.8 






(kN) 


PB FLR 1A 8.3 14.4 1.1 1.6 

PB FLR 2A 5.7 13.3 0.9 1.4 

PB FLR 3A 7.1 13.3 1.0 1.6 

PB FLR 4A 8.1 13.7 1.1 1.7 

PB FLR 5A 6.8 13.2 1.0 1.5 

Mean Load & 

Deflection 

7.2 13.6 1.0 1.6 


(kN) 

5.7 



11



(kN) 


PB FLR 1B 4.5 13.1 0.7 1.1 

PB FLR 2B 4.6 12.3 0.8 1.2 

PB FLR 3B 3.5 10.6 0.7 1.0 

PB FLR 4B 4.4 12.7 0.7 1.1 

PB FLR 5B 4.9 13.1 0.8 1.2 

Mean Load & 

Deflection 

4.4 12.4 0.7 1.1 


& Deflection 

3.5 



A2.1 Flooring Grade Particleboard ( t = 19 mm ) 

Load 

Mean Failure Pworking (kN) Load at 2 mm Load at 3 mm 

Configuration Load (kN) 

Deflection Deflection 

1 7.2 1.9 1.2 1.8 

2 5.0 1.2 0.8 1.2 

3 6.7 1.6 1.1 1.7 

4 1.0 0.7 1.1 

A.2.2 Flooring Grade Particleboard ( t = 22 mm ) 

Load 

Mean Failure Pworking (kN) Load at 2 mm Load at 3 mm 

Configuration Load (kN) 

Deflection Deflection 

1 9.9 2.5 1.5 2.3 

2 7.9 2.0 1.2 1.8 

3 10.0 2.6 1.52 2.3 

4 7.2. 1.6 1.0 1.6 

12

A3 COMPARISON WITH FLOORING SAFE LOAD TABLES 

A3.1 AWPA-1989 

The comparison of test data with AWPA safe load Tables is based on the assumption that 

design is limited by Span/200 0r 3mm & Span/300 or 2mm deflections. However another 

comparison is made on the basis of Bending Strength of the Flooring system. 

A3.1.1 For F3 stress grade particleboard. 

Maximum deflection - Span/200 or 3 mm whichever is greater. 

Thickness 

(mm) 

19 

22 

Span (mm) Safe Load 

(kN) 

600 

1.3 

600 



Thickness 

(mm) 

19 

22 

2.3 


(kN) 

600 

0.9 

600 

1.5 

13

A3.2 Monash Computations 



Thickness 

(mm) 

19 

22 

Span (mm) Safe load 

(kN) 

600 

1.1 

600 



Thickness 

(mm) 

19 

22 

1.6 


(kN) 

600 

0.7 

600 

1.0 

14

A3.2.3 Comparison of results for a deflection of 3 mm 

Thickness Span AWPA Load Load Load Load 

(mm) (mm) Safe load Config. 1 Config. 2 Config. 3 Config. 4 

19 600 1.3 1.8 1.2 1.7 1.1 

Load Config. 4 




AWPA Safe load 

Safe load comparison at 3 mm deflection (t=19 mm) 

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 

15 

Load (kN) 



22 600 2.3 2.3 1.8 2.3 1.6 






Safe load comparison at 3mm deflection (t=22mm) 

0 0.5 1 1.5 2 2.5 

Load (kN)

A3.2.4 Comparison of results for a deflection of 2 mm 

Thickness Span AWPA Load 

(mm) (mm) Safe load Config. 1 

19 600 0.9 1.2 

16 

Load Load Load 

Config. 2 Config. 3 Config. 4 

0.8 1.1 0.7 


0 0.2 0.4 0.6 0.8 1 1.2 

Load (kN) 



22 600 1.5 1.5 1.2 1.5 1.0 







0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 

Load (kN)

A3.2.5 Comparison of results based on Bending Strength criteria 

Flooring Grade PB (t = 19 mm) 

ETL (Equivalent Testing Load) 



19 600 1.3 1.9 1.2 1.6 1.0 






Comparison of results based on bending strength criteria (t=19mm) 

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 

A3.2.6 Flooring Grade PB (t = 22 mm) 

Load (kN) 




22 600 2.3 2.5 2.0 2.6 1.6 






Comparison of results based on bending strength criteria (t=22mm) 

0 0.5 1 1.5 2 2.5 3 

Load (kN) 

17

8 PUNCHING SHEAR 

8.1 Objectives 

To conduct a series of tests as shown in table 2, to calculate the permissible loads by 

application of prototype test provisions in Appendix A of AS 1720.1. 

Table 2: Details of Punching Shear tests (Flooring Grade PB) 

Thickness (mm) Replicates 

19 

22 

8.2 Test arrangements 

40 

40 

A test arrangement as shown in Fig. 6 was adopted. 

100 x 100 Patch 

Fig. 6 test arrangement for punching shear test 

18 

panel 200 x 200 supported 

on all 4 edges

8.3 Punching shear summary of results 

The same provisions outlined in section 4 of this report were adopted to establish the 

permissible loads. 

(See Appendix A for detailed Punching shear test results) 

8.3.1 Flooring grade PB (19-mm) 

Thickness - 19 mm 

Mean Failure 15.5 

Load (kN) 

Pmin (kN) 12.2 

Variance (V) 11% 

Pworking 

3.4 

(based on Pmin) 

5% isle Load 13.1 

Pworking 

3.6 

(based on 5% 

isle Load) 

8.3.2 Flooring grade PB (22-mm) 


Mean Failure 22 

Load (kN) 

Pmin (kN) 16.4 

Variance (V) 9% 

Pworking 

4.5 


5% isle Load 18.8 

Pworking 

5.2 

(based on 5% 

isle Load) 

19

8.4 Safe concentrated loads for punching shear as given by AWPA-1989 

(Maximum Load kN) 

Board thickness (mm) 

Support size-mm 19 22 

25 x 25 3 3 

50 x 50 4 4 

100 x 100 7 8 

8.5 Comparison of Results 

Thickness 

(mm) 

Patch 

size 

AWPA 

Safe load 

(kN) 


Pworking 


19 100 x 100 7 3.4 3.6 

Thickness 

(mm) 

Patch 

size 

AWPA 

Safe load 

(kN) 

20 

Pworking 

(based on 5% isle 

Load) 


Pworking 


22 100 x 100 8 4.5 5.2 

Pworking 

(based on 5% isle 

Load)

APPENDIX A 

Detailed Punching Shear test results: 


Specimen Failure Specimen Failure 

load (kN) 

load (kN) 

1 

13.8 21 

18.5 

2 

17.0 22 

16.6 

3 

16.7 23 

14.7 

4 

16.2 24 

16.1 

5 

15.3 25 

16.6 

6 

15.7 26 

17.4 

7 

17.2 27 

14.2 

8 

17.8 28 

14.5 

9 

17.3 29 

17.3 

10 

17.1 30 

13.6 

11 

13.7 31 

14.7 

12 

15.1 32 

13.9 

13 

15.4 33 

14.1 

14 

18.2 34 

13.1 

15 

16.7 35 

14.2 

16 

15.2 36 

13.1 

17 

16.4 37 

14.9 

18 

18.0 38 

13.6 

19 

13.4 39 

12.2 

20 

13.7 40 

15.3 

21

22 


Specimen Failure 

load (kN) 

Specimen Failure 

load (kN) 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

23.5 

24.1 

18.9 

23.8 

22.8 

25.2 

23.7 

22.8 

22.3 

22.6 

23.6 

24.0 

18.8 

22.5 

20.6 

25.2 

23.9 

20.8 

22.8 

22.4 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

32 

33 

34 

35 

36 

37 

38 

39 

40 

19.2 

20.9 

22.5 

23.2 

22.8 

24.0 

16.4 

19.5 

22.5 

22.1 

20.3 

23.0 

22.5 

23.1 

18.6 

21.9 

20.4 

21.2 

22.5 

21.0

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