Masonite Timber Beam Data

MASONITE BEAMSEngineering Manual

The engineered solution for buildings with the ultimate integrity

Light, straight and strong Dimensionally accurate and stable Excellent thermal performance Minimal environmental impact No harmful emissions BBA approval

Performance Data, Span Tables and General Details

Masonite Beams (UK) Ltd., 7, Over Minnis, New Ash Green, Longfield, Kent DA3 8JA. Tel: +44(0)1474 879158 Fax: +44(0)1474 879551 E-mail: [email protected] Web: www.panelagency.com July 2004

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MASONITE BEAMSTechnical Data IntroductionWhat is a Masonite Beam ?A Masonite beam is a structurally engineered timber I beam, manufactured in Rudvik, Sweden using locally sourced materials. To create the structural efficiency of an I section profile, selected, slow grown high grade whitewood is used for the flanges whilst Masonite K40 structural board (from which the beams take their name) is used for the web. The beams are offered in three profiles R type studs using 47mm x 47mm K18 graded flanges, H type standard beams, again with 47mm x 47mm flanges but with either K24 or K30 graded timber and finally the heavy duty HI section for which a 70mm x 47mm flange is adopted. To meet all structural requirements all Masonite Beams are manufactured to a variety of depths and lengths.

[UK] Limited

Unique Mason board production gives superior web propertiesThe Masonite works at Rundvik is the only factory in Europe producing structural wood fibreboards by the unique Mason method. Steam is used to explode wood chips into long fibres that are pressed and heat treated to make the webs on Masonite Beams. The longer fibres of Masonite give the boards greater bending rigidity, tensile strength and higher dimensional stability than boards made with shorter fibres. Masonite Structural Boards are also highly resistant to damp and rot. The properties of Masonite are permanent. The boards do not change over time.

Non-allergenicDue to the unique manufacturing process of Masonite K Series Structural Boards, virtually no adhesive is used in their manufacture. In addition, most of the formaldehyde that is naturally found in the wood is removed during the process. This means Masonite Structural Boards emit less formaldehyde than ordinary timber. For this reason, Masonite is the first company to be approved in Sweden as a manufacturer of non-allergenic building products. The adhesive in Masonite beams used in the joint between flanges and web and in the finger joints of the flanges is Resorcinol phenol formaldehyde, which is cured in the factory to prevent further emissions of free formaldehyde.

BBA CertificateMasonite beams and studs have full BBA approval (Agrment Certificate No 98/3514/C) and also type approval in most other major European countries.

Fire resistanceTests carried out by Chiltern International Fire demonstrate the ability of Masonite Beams to be incorporated into construction designed to provide one-hour fire resistance.

Special LengthsNon-standard lengths can be manufactured to suit your requirements but may be subject to a price surcharge depending on the beam section and the quantities required. Please contact Masonite Beams (UK) Ltd for full details.

Special BeamsFor extreme applications, special Heavy Duty beams can be manufactured to order. Please contact Masonite Beams (UK) Ltd for further details.



MASONITE BEAMSTechnical Data[UK] Limited

General DetailsLateral RestraintThe compression flange, normally the top flange of a beam, should be restrained at centres not exceeding 350mm. This can be achieved by adequate nailing of a sheet board material to the compression flange. Additional blocking will be needed as shown in figures to the right. Ends should be restrained by full height blocking. In case of an intermediate support or a single span beam in a "wind uplift" load case care must be exercised to ensure adequate bracing is provided. For example, by the fixing of a 12.5mm plasterboard on the underside of a roof rafter.

MoistureMasonite beams should not be used in situations where the moisture content could be continuously in excess of 18% but it is quite in order to leave beams exposed to the elements during erection period of 4-6 weeks duration. For longer periods on site, adequate covered storage should be provided.

Preservative TreatmentMasonite beams can be used without preservative treatment except for those parts, which are in direct contact with brickwork. In these situations, organic type preservatives may be brush applied to the relevant sections. If total treatment is specified, this must be brush or dip applied, not pressure impregnated.

StorageMasonite beams can be stored horizontally providing softwood bearers are spaced at no further than 2.5m centres. If beams are stored longer than 5 days in the open adequate cover should be provided. Bearers should be high enough to ensure beams are at least 50mm above ground level and air can flow freely underneath.



MASONITE BEAMSTechnical Data Beam Geometrical DataBeam SpecificationType Depth Area Flange Material I Area Web Material I Weight Standard Lengths

[UK] Limited

mm H 150 170 200 220 240 250 300 350 400

mm2 K30 K30 K30 K30 K30 K30 K24 K24 K24

mm^4 x 10^6

mm2 567 727 967 1127 1287 1367 1767 2167 2567 K40 K40 K40 K40 K40 K40 K40 K40 K40

mm^4 x 10^6

Kg/m 2.70 2.80 2.90 3.10 3.20 3.30 3.70 4.10 4.50

m

4180

12.20 16.99 25.75 32.54 40.35 44.53 68.53 97.75 132.20

0.45 0.82 1.71 2.57 3.68 4.33 8.81 15.65 25.34

Standard

6.0, 7.5, 9.0, 12.0

HI

200 220 250 300 350 400 450 500

6342

K30 K30 K30 K24 K24 K24 K24 K24

38.80 49.21 67.20 103.52 147.77 199.95 260.06 328.09

967 1127 1367 1767 2167 2567 2967 3367

K40 K40 K40 K40 K40 K40 K40 K40

1.71 2.57 4.33 8.81 15.65 25.34 38.39 55.30

4.60 4.80 5.00 5.30 5.60 5.90 6.20 6.60

Industrial

6.0, 7.5, 9.0, 12.0

R

150 170 200 220 240 300



Studs

4180

K18 K18 K18 K18 K18 K18

12.20 567 16.99 727 25.75 967 32.54 1127 40.35 1287 68.53 1767

K40 K40 K40 K40 K40 K40

0.45 0.82 1.71 2.57 3.68 8.81

2.30 2.50 2.60 2.80 3.10 3.70

2.5, 5.5

MASONITE BEAMSTechnical Data Beam Performance DataBeamType Depth

[UK] Limited

Service Class 1, long termCapacity Moment Shear Non load-sharing EI Rigidity GA Bearing End Interm.

Service Class 2, long termCapacity Moment Shear EI Rigidity GA Bearing End Interm.

See Note (3) Nmm x 10^9 N x 10^6 N/mm N/mm 159.16 221.94 335.64 426.23 529.15 583.00 763.33 1093.04 1483.65 504.67 641.04 877.10 1147.75 1642.74 2228.37 2905.24 3673.96 111.64 156.44 238.60 303.40 376.27 643.67 0.561 0.720 0.957 1.116 1.274 1.353 1.749 2.145 2.541 0.957 1.116 1.353 1.749 2.145 2.541 2.937 3.333 0.399 0.518 0.696 0.815 0.933 1.290 1.91 1.91 1.91 1.75 1.75 0.75 0.75 0.46 0.46 1.91 1.75 0.75 0.75 0.46 0.46 3.08 3.08 3.08 1.75 1.75 1.25 1.25 0.92 0.92 3.08 1.75 1.25 1.25 0.92 0.92

Non load-sharing KNm 1.91 2.28 2.81 3.17 3.53 3.69 3.70 4.37 5.01 4.23 4.77 5.56 5.57 6.58 7.54 8.48 9.40 0.67 0.83 1.07 1.24 1.41 1.92 kN 2.79 2.90 3.06 3.16 3.27 3.32 3.52 3.52 3.52 3.06 3.16 3.32 3.52 3.52 3.52 3.52 3.52

See Note (3) Nmm x 10^9 N x 10^6 N/mm N/mm 127.20 177.31 267.96 340.19 422.23 465.11 608.16 869.98 1179.72 403.23 512.07 700.40 915.69 1309.74 1775.49 2313.28 2923.44 89.23 124.99 190.52 242.17 300.20 512.86 0.442 0.567 0.754 0.879 1.004 1.066 1.378 1.690 2.002 0.754 0.879 1.066 1.378 1.690 2.002 2.314 2.626 0.314 0.408 0.548 0.642 0.735 1.016 1.52 1.52 1.52 1.40 1.40 0.50 0.50 0.31 0.31 1.52 1.40 0.50 0.50 0.31 0.31 2.46 2.46 2.46 1.40 1.40 0.83 0.83 0.61 0.61 2.46 1.40 0.83 0.83 0.61 0.61

mm H 150 170 200 220 240 250 300 350 400 200 220 250 300 350 400 450 500 150 170 200 220 240 300

kNm 2.39 2.85 3.52 3.97 4.42 4.63 4.65 5.49 6.30 5.30 5.97 6.96 6.99 8.25 9.47 10.65 11.81 0.67 0.83 1.07 1.24 1.41 1.93

kN 3.49 3.62 3.82 3.95 4.08 4.15 4.40 4.40 4.40 3.82 3.95 4.15 4.40 4.40 4.40 4.40 4.40

Industrial

Standard HI

see note (6)

see note (6)

R

Notes:1. 2. 3. 4. 5. 6. Load share factors: Beam type H and HI K8 = 1.05; stud type R K 8 = 1.10 can be applied to capacity only; compression flange must be continuously restrained For other duration of loading refer to BS5268 Part2 1996 duration factor K3 Intermediate bearing support values applicable for distance >2H from end support Stud type R laterally loaded by wind only according to BS6399: Part 2: 1997 See BBA Agrment Certificate No 98/3514/C for additional information For further information please contact Masonite Beams (UK) Ltd technical department.

Studs

N/A

N/A

N/A

N/A




Material Performance Data Long-term permissible valuesFlange Timber Grade Service Class 1 and Service Class 2 K30 K24 7.50 4.50 7.90 2.40 0.71 7200 10800 700 K18 5.80 3.50 7.10 2.20 0.67 6000 9100 550 Web K40 Structural Board Service Class 1 K40 Service Class 2 K40 6.46 3.74 3.74 4.08 2.38 0.41 1480 1850 780

b, t, c, c, perp E min E mean G mean

N/mm N/mm N/mm N/mm N/mm N/mm N/mm N/mm

11.00 6.60 8.60 2.70 1.20 8200 12300 750

b, t, c, c, perp panel rolling E min ten & comp E mean ten & comp G mean

9.69 5.61 5.61 6.12 3.57 0.61 1890 2400 990

Note: BS permissible values correspond to bending capacity of Swedish strength classes.

Permissible long-term tensile stressTimber grade in flange K30 K24 K18 Stress N/mm 6.6 x K14 4.5 x K14 3.5 x K14 The maximum single point load is 2 x Vadm (shear force capacity). The shear force must not exceed the shear force capacity Vadm according to datasheet 004.

Axial LoadingAxial load resistance should be calculated using the relevant clauses within BS5268 Part 2. For resisting of tension only the area of the flanges should be taken with the stresses given above and the modification factor K14=1.17. For compression members the radius of gyration should be calculated with the flanges only. The slenderness should be taken as: Major axis y = Le / (If/Af) Le = buckling length of beam or stud If = I-value for flanges Af = Area of flanges Minor axis: y = 12 x Le / bf Le = 0.7 x Ls (effective lateral restrained spacing in a rafter or stud application only) bf = flange width

K14 = 1.17, as given in BS 5268 Part 2, 1996

LoadingThe general loading to a Masonite beam should be applied via the top flange. The bottom flange will only work as a support for domestic ceilings and services. The load share factor for beam type H, HI and R can be applied, in accordance with BS 5268 Part 2, as follows: Floor beams, rafters etc: K8 = 1.05 Stud sections (type R): K8 = 1.10 The duration of loading factor K3 in BS5268 Part 2 can be applied to the bending moment and shear force capacity, where it applies.




Span Table Floors (Service Class 1)Clear Span - Long term loading Standard and Industrial BeamsLOAD kN/m2 JOIST SPACING (mm)BEAM REFERENCE H H H H H H H H H HI HI HI HI HI HI HI HI HI JOIST DEPTH h(mm) 150 170 200 220 240 250 300 350 400 150 200 220 250 300 350 400 450 500 4.30 4.80 5.33 5.66 5.98 6.13 6.58 7.20 7.77 4.84 5.86 6.23 6.75 7.24 7.93 8.56 3.70 4.18 4.79 5.09 5.37 5.51 5.91 6.47 6.99 4.20 5.26 5.59 6.05 6.50 7.12 7.69 3.70 4.18 4.79 5.09 5.37 5.51 5.91 6.47 6.99 4.20 5.26 5.59 6.05 6.50 7.12 7.69 3.17 3.60 4.15 4.52 4.82 4.94 5.31 5.81 6.28 3.59 4.71 5.01 5.42 5.83 6.39 6.90 3.32 3.76 4.34 4.71 4.97 5.10 5.48 6.00 6.48 3.76 4.86 5.17 5.60 6.02 6.59 7.12 7.61 8.07 2.83 3.22 3.72 4.06 4.38 4.53 4.91 5.38 5.81 3.20 4.22 4.60 5.01 5.39 5.90 6.38 6.82 7.23 3.04 3.45 3.99 4.34 4.68 4.80 5.16 5.65 6.10 3.44 4.53 4.86 5.27 5.67 6.21 6.70 7.17 7.60 2.59 2.95 3.42 3.72 4.02 4.16 4.60 5.06 5.47 2.91 3.86 4.22 4.71 5.07 5.55 6.00 6.15 6.41 2.83 3.22 3.72 4.06 4.38 4.53 4.91 5.38 5.81 3.20 4.22 4.60 5.01 5.39 5.90 6.38 6.82 7.23 2.40 2.74 3.18 3.47 3.75 3.88 4.30 4.82 5.13 2.69 3.59 3.92 4.39 4.82 5.13 5.27 5.70 6.09 2.66 3.03 3.51 3.82 4.13 4.27 4.71 5.16 5.57 3.00 3.97 4.33 4.80 5.17 5.66 6.11 6.54 6.59 2.24 2.57 2.99 3.26 3.52 3.65 4.05 4.40 4.40 2.51 3.37 3.68 4.13 4.40 4.59 5.05 5.46 5.84

1 1.5 400 600 400 600

2 400 600

2.5 400 600

3 400 600

3.5 400 600

9.15 8.22 8.22 7.37 9.71 8.72 8.72 7.82

Notes:1. 2. 3. 4. 5. 6. 7. The maximum spans shown above are in metres and indicate the most restrictive single or multiple span applications. The deflection restriction has been taken as the lesser of 0.003 x effective span or 14 mm in accordance with BS 5268. The above tables are calculated assuming a load-sharing situation. Maximum spans assume noggins, blocking and lateral supports are in accordance with BS 5268. Blue coloured data indicates the requirement for K40 shear plate reinforcement. For detailing contact the Masonite Beams (UK) Ltd technical department. Spans are calculated on the uniformly distributed loads indicated only, for other conditions contact the Masonite Beams (UK) Ltd technical department. For different type of loading or unequal multiple spans contact the Masonite Beams (UK) Ltd technical department.




Span Table Floors (Service Class 1)Intermediate Support - Long term loading Standard BeamsLOAD kN/m2 JOIST SPACING (mm)BEAM REFERENCE H150 H170 H200 H220 H240 H250 H300 H350 H400 L1 / L2 % 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 11.11 8.62 9.98 7.72 9.98 7.72 8.80 6.64 9.67 7.46 9.19 6.94 9.99 7.79 7.89 5.95 8.78 6.70 8.46 6.38 9.39 7.17 7.24 5.46 7.98 6.15 8.56 7.16 7.89 5.95 8.78 6.70 9.93 7.78 6.52 5.07 6.75 5.72 7.13 6.22 7.38 6.43 7.62 6.65 7.75 6.76 7.43 5.61 8.27 6.31 9.17 7.35 9.49 7.93 9.80 8.38 9.96 8.59 5.59 4.77 5.79 5.05 6.11 5.33 6.32 5.52 6.53 5.70 6.64 5.79 7.03 6.13 7.03 6.13 7.03 6.13

1 400 600

1.5 400 600

2 400 600

2.5 400 600

3 400 600

3.5 400 600

12.00 10.80 10.80 9.37 8.41 8.41

12.00 12.00 12.00 10.85 11.19 10.43 9.37 9.37 8.41 8.68

9.93 10.54 7.78 8.17

12.00 12.00 12.00 11.52 11.90 10.54 11.20 11.08 9.96 9.96 8.94 9.22 8.27 8.69 12.00 12.00 12.00 12.00 12.00 11.13 11.84 11.70 10.52 10.52 9.44 9.75 8.74 9.18 12.00 12.00 12.00 12.00 12.00 11.38 12.00 11.99 10.78 10.78 9.68 9.98 8.96 9.41 12.00 12.00 12.00 12.00 12.00 11.41 12.00 12.00 11.57 11.57 10.40 10.72 9.63 10.11 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 11.38 11.73 10.54 11.07 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 10.73 11.95

8.85 10.54 7.72 8.27 9.15 11.13 7.97 8.74 9.30 11.38 8.11 8.96 9.85 11.41 8.59 9.63 9.85 12.00 8.59 10.54 9.85 12.00 8.59 10.73

8.21 10.55 7.16 9.20 8.21 10.55 7.16 9.20 8.21 10.55 7.16 9.20

Notes:8. 9. The maximum spans shown above are in metres and indicate the most restrictive single or multiple span applications. The deflection restriction has been taken as the lesser of 0.003 x Effective span or 14 mm in accordance with BS 5268.

10. The above tables are calculated assuming a load-sharing situation. 11. Maximum spans assume noggins, blocking lateral supports are in accordance with BS 5268. 12. Spans are calculated on the uniformly distributed loads indicated only, for other conditions contact the Masonite Beams (UK) Ltd technical department. 13. For different type of loading or unequal multiple spans contact the Masonite Beams (UK) Ltd technical department. 14. For beam lengths greater than 12.0m contact the Masonite Beams (UK) Ltd technical department. 15. There is no allowance in the above table for additional beam reinforcement. 16. For service class 2 environment or reinforcement contact the Masonite Beams (UK) Ltd technical department.



MASONITE BEAMSTechnical DataSpan Table Floors (Service Class 1)Intermediate Support - Long term loading Industrial Beams1 JOIST SPACING (mm)BEAM REFERENCE HI150 HI200 HI220 HI250 HI300 HI350 HI400 HI450 HI500 L1 / L2 % 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 50/50 60/40 12.00 10.86 10.86 9.47 8.48 8.48 9.70 10.03 7.52 7.84 8.79 6.72 9.42 7.22 7.82 6.14 8.79 6.72 6.52 5.68 7.13 6.22 7.38 6.43 7.75 6.76 8.25 6.32 9.17 8.00 9.49 8.27 9.96 8.68 5.59 4.87 6.11 5.33 6.32 5.52 6.64 5.79 7.03 6.13 7.03 6.13 7.03 6.13 7.03 6.13 7.03 6.13

[UK] Limited

1.5 600 400 600 400

2 600

2.5 400 600 400

3 600

3.5 400 600

400

12.00 12.00 12.00 11.80 12.00 10.70 11.46 11.47 10.30 10.30 9.22 9.52 8.52 8.97 12.00 12.00 12.00 12.00 12.00 11.07 12.00 12.00 10.94 10.94 9.80 10.12 9.07 9.53 12.00 12.00 12.00 12.00 12.00 11.62 12.00 12.00 11.85 11.85 10.62 10.97 9.82 10.32 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 11.42 11.78 10.57 11.10 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 10.73 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 10.73 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 10.73 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 10.73 12.00

8.56 10.70 7.47 8.52 8.85 11.07 7.72 9.07 9.30 11.62 8.11 9.82 9.85 12.00 8.59 10.57 9.85 12.00 8.59 10.73 9.85 12.00 8.59 10.73 9.85 12.00 8.59 10.73 9.85 12.00 8.59 10.73

8.21 10.55 7.16 9.20 8.21 10.55 7.16 9.20 8.21 10.55 7.16 9.20 8.21 10.55 7.16 9.20 8.21 10.55 7.16 9.20

Notes: 17. The maximum spans shown above are in metres and indicate the most restrictive single or multiple span applications. 18. The deflection restriction has been taken as the lesser of 0.003 x Effective span or 14 mm in accordance with BS 5268. 19. The above tables are calculated in the assumption of a load-sharing situation. 20. Maximum spans assume noggins, blocking and lateral supports are in accordance with BS 5268. 21. Spans are calculated on the uniformly distributed loads indicated only, for other conditions contact the Masonite Beams (UK) Ltd technical department. 22. For different type of loading or unequal multiple spans contact the Masonite Beams (UK) Ltd technical department. 23. For beam lengths greater than 12.0m contact the Masonite Beams (UK) Ltd technical department. 24. There is no allowance in the above table for additional beam reinforcement. 25. For service class 2 environment or reinforcement contact the Masonite Beams (UK) Ltd technical department.




Span Table Floors (Service Class 2)Clear Span - Long term loading Standard and Industrial BeamsLOAD kN/m2 JOIST SPACING (mm)BEAM REFERENCE H H H H H H H H H HI HI HI HI HI HI HI HI HINotes: 26. The maximum spans shown above are in metres and indicate the most restrictive single or multiple span applications. 27. The deflection restriction has been taken as the lesser of 0.003 x effective span or 14 mm in accordance with BS 5268. 28. The above tables are calculated assuming of a load-sharing situation. 29. Maximum spans assume noggins, blocking and lateral supports are in accordance with BS 5268. 30. Blue coloured data indicates the requirement for K40 shear plate reinforcement. For detailing contact the Masonite Beams (UK) Ltd technical department. 31. Spans are calculated on the uniformly distributed loads indicated only, for other conditions contact the Masonite Beams (UK) Ltd technical department. 32. For different type of loading or unequal multiple spans contact the Masonite Beams (UK) Ltd technical department.

1 1.5 400 600 400 600

2 400 600

2.5 400 600

3 400 600

3.5 400 600

JOIST DEPTH h(mm) 150 170 200 220 240 250 300 350 400 150 200 220 250 300 350 400 450 500 3.96 4.47 5.02 5.33 5.63 5.77 6.19 6.78 7.32 4.50 5.52 5.87 6.35 6.82 7.47 8.06 8.61 9.14 3.40 3.85 4.44 4.79 5.06 5.18 5.56 6.09 6.58 3.85 4.94 5.26 5.69 6.12 6.70 7.23 7.73 8.20 3.40 3.85 4.44 4.79 5.06 5.18 5.56 6.09 6.58 3.85 4.94 5.26 5.69 6.12 6.70 7.23 7.73 8.20 2.90 3.30 3.81 4.15 4.48 4.63 4.99 5.46 5.90 3.28 4.32 4.70 5.09 5.48 6.00 6.48 6.93 7.35 3.04 3.45 3.99 4.34 4.68 4.80 5.15 5.64 6.09 3.44 4.52 4.86 5.26 5.66 6.20 6.69 7.15 7.59 2.58 2.94 3.41 3.72 4.01 4.15 4.59 5.06 5.46 2.90 3.86 4.21 4.70 5.06 5.54 5.99 6.15 6.40 2.78 3.16 3.66 3.99 4.30 4.45 4.85 5.31 5.74 3.14 4.15 4.52 4.95 5.32 5.83 6.30 6.73 7.14 2.35 2.69 3.12 3.40 3.68 3.81 4.22 4.76 4.92 2.63 3.52 3.85 4.31 4.76 4.92 5.21 5.62 6.01 2.58 2.94 3.41 3.72 4.01 4.15 4.59 5.06 5.46 2.90 3.86 4.21 4.70 5.06 5.54 5.99 6.15 6.40 2.17 2.49 2.90 3.16 3.42 3.54 3.93 4.10 4.10 2.43 3.26 3.57 3.87 4.10 4.46 4.94 5.34 5.71 2.42 2.77 3.21 3.50 3.78 3.91 4.33 4.85 5.23 2.72 3.62 3.96 4.43 4.85 5.28 5.31 5.73 6.13 2.02 2.33 2.71 2.97 3.21 3.32 3.52 3.52 3.52 2.26 3.05 3.16 3.32 3.52 4.19 4.73 5.11 5.47




Holes and Butt JointsAccess holesThe following rule must be followed when cutting through the web for service holes. All holes should be drilled. Under no circumstances can the flanges be cut or notched for service voids. Where the beam is reinforced with K40 structural board or plywood web stiffeners, no holes should be drilled through the beams.

Hole diameter: D H 96 H

in [mm] in [mm]

Butt jointing of websButt joints have been assessed for shear force capacity Vadm and the following rules should be applied: When Masonite Beams are cut to the required length, certain care has to be taken when a butt joint of the web is close to a support of the beams. This applies to end and intermediate supports. This rule also applies where a single point load is close to a butt joint. For further information please contact the Masonite Beams (UK) Ltd technical department.




Never

Never cut the top flange beyond the inside edge of a support. See fig. 1. Never cut access holes too close to the support. See fig. 2. Never over cut holes. Never support rafters or floor joists on the web. See fig. 3. Never drill, cut or notch any of the flanges. See fig. 4. Never use a hammer to create access holes for services. Never walk over Masonite beams if they are not fully restrained. Never use or repair a damaged Masonite Beam.figure 2 figure 1

Always

Always ensure lateral restraint of beams at all supports. Always install beams vertically. See fig. 5. Always restrain spans between 4 and 7 metres with one row of full height noggins at mid-span. See data sheet 002 Always restrain spans over 7 metres with two rows of full height noggins at 1/3 of the span from either support. See data sheet 002 Always keep flanges intact. Always support Masonite beams on min. end bearing of 43mm. Recommend a minimum intermediate bearing of 89mm for beams up to 350mm depth. For beams of greater depth contact the Masonite Beams (UK) Ltd technical department. Always ensure level site storage and adequate protection from elements at all times.

figure 3

figure 4

figure 5



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Masonite Timber Beam Data