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M1 BSP crossplan Industrial quality Standard quality Surface qualities Industrial quality Standard quality Note 8 Mayr-Melnhof Kaufmann M1 BSP crossplan is supplied in two surface qualities. SURFACE QUALITIES For non-visual applications in compliance with all structural requirements, for subsequent installation (e.g. plasterboard). • The top lamellas are exclusively sorted according to the sorting criteria of the loadbearing strength C24 in line with EN 338. A proportion of max. 10 % C 16 is permissible (ETA-09 / 0036). • Colour variations of individual lamella (e.g. blue stain) as well as loose knots, bark ingrowths and resin pockets are permitted. • Isolated gaps in the outer layers, glue stains as well as isolated pressure points and markings can appear • Planed surface only With additional requirements for a visual application. • Stringent visual criteria for outer layers are applied in addition to the sorting criteria for load-bearing strength. • Selected outer lamellas with healthy intergrown knots. A few isolated loose knots are possible, defects and small resin pockets are permissible. • Planed and sanded surface. Timber is a natural product. Variations in the surface quality can occur with even the most careful selection of the raw material. The appearance of the M1 BSP crossplan surface is determined by the board structure of the top layer. Gaps may occur between the individual boards over time due to shrinkage, etc. Drying checks are also possible. Version 1 / 2011
STRUCTURAL DESIGN General Building practice approximation method for calculation of cutting forces and deformations. Version 1 / 2011 M1 BSP crossplan Components made of M1 BSP crossplan are designed and executed according to the following standards: • Design according to DIN 1052:2008 allowing for German technical approval (Z-9.1-638) or • Design according to EN 1995 (Eurocode 5) allowing for Appendices 2 to 4 of European technical approval ETA-09 / 0036 The structural analysis for M1 BSP crossplan must be conducted in each individual case and the standards and regulations applicable at the site of use must be complied with. Analysis of the stress distribution and internal forces and moments must be conducted according to the composite theory allowing for shear deformations. An approximation method is required in practical use. Here, the calculation is carried out as for a beam under bending moment with fl exible joining means (Austrian standard B 4100 / 2; DIN 1052; EN 1995-1-1, Appendix B), but the shear deformation of the transverse layers is taken into consideration instead of the fl exibility of the joining means. Using this approach, it is possible to achieve a good approximation for the stress and deformation calculations. At the same time, for the actual design the moments of inertia are multiplied by a reduction factor - which takes into account the net moments of inertia and the rolling shear deformation of the transverse layers. Using the eff ective moments of inertia (Ieff ) obtained as a result, it is possible to calculate the cutting forces and deformations as for beams under bending moment with a rigid bond. M Q Lamellas stressed in the direction of the fibres � High stiffness Cross-section Q Tension Lamellas stressed transverse to the direction of the fibres � No stiffness E = 0 M σ = 0 Normal stress due to bending Pressure σ = 0 Shear stress Rolling shear transversally Rolling shear transversally Note: The solution only applies exactly for single span beams with sinusoidal uniform load. It should also be noted that the eff ective moments of inertia Ieff depend on the width between supports of the panels. The shorter the width between supports, the greater the proportion of shear deformation and thus also the percentage reduction of the moments of inertia (compare table of cross-sectional values). Beyond this, a more accurate calculation method is necessary particularly in the case of point loads and very short beam lengths. In the case of continuous beams, the width between supports of the fi eld concerned should be used for the width between supports for selection of the eff ective moment of inertia 4 / 5 Ieff , in the case of cantilever beams double the protruding length should be used (cf. EN 1995-1-1, Appendix B). However, calculation of the cutting force and deformation must be performed using the actual widths between supports or protruding lengths. This approximation method is also the basis of the design charts. Mayr-Melnhof Kaufmann 9
Page 1 and 2: CROSS-LAMINATED TED TIMBER PANELS M
Page 3 and 4: FEATURES Weighty arguments take sha
Page 5 and 6: ADVANTAGES Excellent structural pro
Page 7: PRODUCT RANGE Product range Descrip
Page 11 and 12: STRUCTURAL DESIGN Material characte
Page 13 and 14: STRUCTURAL DESIGN Slab stress of th
Page 15 and 16: STRUCTURAL DESIGN Minimum distances
Page 17 and 18: DESIGN CHARTS General Structural sy
Page 19 and 20: DESIGN CHARTS General Structural sy
Page 21 and 22: DESIGN CHARTS General Vertical load
Page 23 and 24: LOADING SEQUENCE Loading plans Load
Page 25 and 26: INVOICING SYSTEM Invoicing Surcharg
Page 27 and 28: CONSTRUCTION DETAILS WALL CONSTRUCT
Page 29 and 30: CONSTRUCTION DETAILS CEILING CONSTR
Page 31 and 32: CONSTRUCTION DETAILS DE 01 Connecti
Page 33 and 34: CONSTRUCTION DETAILS General Connec
Page 35 and 36: TENDER TEXT Calculation Position te

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