Timber Beam Calculator to AS1720.1

Results Summary

Calculation

Beam Geometry





d

:{"mathjs":"Unit","value":150,"unit":"mm","fixPrefix":false}​







b

:{"mathjs":"Unit","value":45,"unit":"mm","fixPrefix":false}​







Z

:168750​







Figure 3.1 AS1720.1





Lateral restraint conditions

:Discrete restraints to the compression edge​







L

:{"mathjs":"Unit","value":2000,"unit":"mm","fixPrefix":false}​







Lay

:{"mathjs":"Unit","value":1000,"unit":"mm","fixPrefix":false}​





If applicable:





Laφ

:{"mathjs":"Unit","value":2000,"unit":"mm","fixPrefix":false}​





Figure 3.2 AS1720.1

Loads





Type of live load

:Floors - Residential and Domestic​







G

:{"mathjs":"Unit","value":2,"unit":"kN / m","fixPrefix":false}​







Q

:{"mathjs":"Unit","value":4,"unit":"kN / m","fixPrefix":false}​







W

:{"mathjs":"Unit","value":5,"unit":"kN / m","fixPrefix":false}​







Ψc

:0.4​







Ψs

:0.7​







Ψl

:0.4​





Table for finding the live load factors



Modification Factors





k1

:0.8​



Load duration factor, k1





k4

:1.0​



Moisture content factor, k4





k6

:1​



Temperature Factor, k6





s

:{"mathjs":"Unit","value":500,"unit":"mm","fixPrefix":false}​







n_com

:3​







n_mem

:2​







k9

:1.17​



Load sharing factor, k9





Continuous lateral restraint condition satisfied?

:NO​







k12

:0.9728439334328784​



Stability Factor, k12

As per AS1720.1 Clause 3.2.4, k12 considers the stability of the member.

For bending, as per AS1720.1 Clause 3.2.4, k12 considers the effect of lateral and torsional restraints and member slenderness. The spacing of the lateral and torsional restraints govern how the member buckles under load, which affects its capacity.

k12 is given by:









S1

:10.758287072798359​



The slenderness factor for bending about the major axis, S1, is calculated differently depending on how the member is restrained:























ULS Checks





ϕ

:0.95​



Capacity reduction factor

As per Table 2.1 of AS1720.1.









M*

:4.2​







Md

:18.39318570450105​







Utilisation_b

:0.22834543550398637​







Design status_b

:PASS​





$M_d = \phi k_1 \space k_4 \space k_6 \space k_9 \space k_{12} \space f'_b \space Z \times n_{com}$





V*

:8.4​







Vd

:11.9776545084256​







Utilisation_s

:0.7013059187916196​







Design status_s

:PASS​





$V_d = \phi k_1 \space k_4 \space k_6 \space f'_s \space A_s$



Related Resources

1. Timber Design Standards - AS1720 and AS1684
2. Timber Column Calculator to AS 1720.1
3. Timber Beam Calculator to EC5