Structural pre-analysis Tables
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IMPRINT © KLH Massivholz GmbH Publisher and responsible for the content: KLH Massivholz GmbH Version: 01/2012, Structural pre-analysis tables The content of this brochure is intellectual property of the company and is protected by copyright. The statements are recommendations and proposals only; a liability on the part of the publisher is excluded. Any type of reproduction is strictly forbidden and only permitted after written approval of the publisher.

STRUCTURAL PRE-ANALYSIS TABLES The calculation of KLH solid wood panels is carried out under the aspect of flexibly connected cross sections. The longitudinal layers are connected via flexible transverse layers. Therefore, bending caused by transverse forces (shear deformations of the transverse layers, “rolling shear”) can no longer be disregarded. Dimensioning and structural design follow the Eurocode 5 (EN 1995-1-1 and EN 1995-1-2), taking into account the national standards set forth in ÖNORM B 1995-1-1 and ÖNORM B 1995-1-2. It should be pointed out that the national standards in...

KLH STANDARD PANEL T YPES AND STRUCTURES C OV ER ING L AY ER IN T HE LONG I T UDIN A L PA NEL DIR ECT ION T L (CEIL ING/R O OF ) Nominal thickness in mm * * * Special panel types Special panel structures are available on request. By using double layers, for example the longitudinal or transverse rigidity of the panel can be further enhanced. The fire resistance of the KLH solid wood panel can also be influenced by modifying the structures and can eventually be improved in relation to specific project requirements.

Wind pressure: wk = 0.80 kN/m2 Minimum panel thicknesses for various fire resistance classes (R0 to R90) according to approval ETA-06/0138 ÖNORM EN 1995-1-1:2009 and ÖNORM B 1995-1-1:2010 ÖNORM EN 1995-1-2:2011 and ÖNORM B 1995-1-2:2011 HEIGHT OF EXTERIOR WALL (buckling length, ℓ) R0 *) n addition to the own weight of the KLH elements (the own weight of KLH is already taken into account in the table) i Fire resistance:

Imposed load category A (ψ0 = 0.7 and ψ2 = 0.3): kmod = 0.8 Wind loads (ψ0 = 0.6 and ψ2 = 0): kmod = 0.9 Load-bearing capacity a) Test as a buckling bar (compression and deflection according to equivalent beam method) b) Test of shear stress Structural fire design (one-sided burn-off) a) Charring rate β0 = 0.67 mm/min if the burn-off only takes place in the covering layer or in the top double-layer b) Charring rate β0 = 0.76 mm/min if several layers are affected (for the entire time of fire exposure) c) Additional eccentricity due to burn-off taken into account This table is only intended...

No wind pressure Minimum panel thicknesses for various fire resistance classes (R0 to R90) in case of one-sided fire exposure ℓ according to approval ETA-06/0138 ÖNORM EN 1995-1-1:2009 and ÖNORM B 1995-1-1:2010 ÖNORM EN 1995-1-2:2011 and ÖNORM B 1995-1-2:2011 HEIGHT OF INTERIOR WALL (buckling length, ℓ) R0 *) in addition to the own weight of the KLH elements (the own weight of KLH is already taken into account in the table) Fire resistance:

Imposed load category A (ψ 0 = 0.7 and ψ 2 = 0.3): kmod = 0.8 Load-bearing capacity a) Test as a buckling bar (compression according to equivalent beam method) Structural fire design (one-sided burn-off) a) Charring rate β 0 = 0.67 mm/min if the burn-off only takes place in the covering layer or in the top double-layer b) Charring rate β 0 = 0.76 mm/min if several layers are affected (for the entire time of fire exposure) c) Additional eccentricity due to burn-off taken into account This table is only intended for structural pre-analysis purposes and does not replace necessary static...

KLH AS A CEILING – SINGLE- SPAN GIRDER VIBR ATION TEST FOR LOW REQUIREMENTS nk Minimum panel thicknesses for R0 (cold dimensioning) according to approval ETA-06/0138 ÖNORM EN 1995-1-1:2009 and ÖNORM B 1995-1-1:2010 ÖNORM EN 1995-1-2:2011 and ÖNORM B 1995-1-2:2011 SPAN OF SINGLE-SPAN GIRDER, ℓ 3.00 m *) n addition to the own weight of the KLH elements (the own weight of KLH is already taken into account in the table) i Fire resistance:

kdef = 0.8 Imposed load category A and B (ψ 0 = 0.7 and ψ 2 = 0.3): kmod = 0.8 Imposed load category C (ψ 0 = 0.7 and ψ 2 = 0.6): kmod = 0.9 Deflection limits according to ÖNORM EN 1995 -1-1:2010 a) characteristic structural design situation: wQ,inst ≤ ℓ/300 and (wfin – wG,inst) ≤ ℓ/200 b) quasi-permanent structural design situation: w fin ≤ ℓ/250 Vibration test according to Eurocode 5 and Kreuzinger / Mohr a) Attenuation factor ς = 2.5 %; cement screed 5 cm; room width b = 1.2* ℓ b) f1 ≥ 4.5 Hz; wF ≤ 1.5 mm/kN; v < vlimit; a < 0.40 m/s2 (vibrations noticeable but not disturbing)...

VIBR ATION TEST FOR INCRE ASED REQUIREMENTS nk Minimum panel thicknesses for R0 (cold dimensioning) according to approval ETA-06/0138 ÖNORM EN 1995-1-1:2009 and ÖNORM B 1995-1-1:2010 ÖNORM EN 1995-1-2:2011 and ÖNORM B 1995-1-2:2011 SPAN OF SINGLE-SPAN GIRDER, ℓ 3.00 m 3s 78 TL *) n addition to the own weight of the KLH elements (the own weight of KLH is already taken into account in the table) i Fire resistance: :

kdef = 0.8 Imposed load categories A and B (ψ 0 = 0.7 and ψ 2 = 0.3): kmod = 0.8 Imposed load category C (ψ 0 = 0.7 and ψ 2 = 0.6): kmod = 0.9 Deflection limits according to ÖNORM EN 1995 -1-1:2010 a) characteristic structural design situation: wQ,inst ≤ ℓ/300 and (wfin – wG,inst) ≤ ℓ/200 b) quasi-permanent structural design situation: wfin ≤ ℓ/250 Vibration test according to Eurocode 5 and Kreuzinger / Mohr a) Attenuation factor ς = 2.5 %; cement screed 5 cm; room width b = 1.2* ℓ b) f1 ≥ 4.5 Hz; wF ≤ 1.5 mm/kN; v < vlimit; a < 0.10 m/s2 (vibrations considered to be disturbing) c)...

KLH AS A CEILING – DOUBLE- SPAN GIRDER VIBR ATION TEST FOR LOW REQUIREMENTS Minimum panel thicknesses for R0 (cold dimensioning) Imposed load not favourable in some spans SPAN OF DOUBLE-SPAN GIRDER ℓ 1 3.00 m *) n addition to the own weight of the KLH elements (the own weight of KLH is already taken into account in the table) i Fire resistance: