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🤾
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This calculator allows the user to assess the structural integrity of timber columns to ensure compliance with the Australian Standard AS 1720.1:2010. The calculation will identify the design capacities of timber columns to meet flexural, shear and deflection design requirements to Ultimate Limit State (ULS) and Serviceability Limit State (SLS) methods.
❗This calculation has been written in accordance with AS 1720.
Calculation
Inputs
Material Properties
Seasoned or unseasoned
:Seasoned
Type of timber material
:GLT
Application of structural member
:Category 2
Characteristic Values
f'b
:45MPa
f'c
:45MPa
f't
:32MPa
f'tp
:0.5MPa
f'l
:17MPa
f'p
:5.5MPa
f'sj
:2.8MPa
Loads
Character of imposed live action
:Floors - Residential and Domestic
G
:10kN
Q
:10kN
Wu, kN/m
:0kN
Section and Member Geometry
B
:300mm
D
:300mm
L
:2000mmImage
Lax
:0mm
Lay
:0mmEnd restraint key value
The end restraint has an impact on the slenderness and buckling of the timber column. Better restraints at the supports and along the height of the column provide better resistance against buckling.
Use the list below to select the best value for your calculation:
1 → Flat ends
2 → Restrained at both ends in position and direction
3 → Each end held by two bolts (substantially restrained)
4 → One end fixed in position and direction, the other restrained in position only
5 → Studs in light framing
6 → Restrained at both ends in position only
7 → Restrained at one end in position and direction and the other end partially restrained in direction but not in position
8 → Restrained at one end in position and direction, but unrestrained in position or direction at the other end
Output
Section Properties
Strength group
:S6
Joint group
:J4
Design density
:800kg/m3
Ag
:90000mm2
Z
:4.50e+6mm3
Ixx
:6.75e+8mm4
Design Capacities
Reduction factor ϕ can be found in AS1720. Table 2.1 and 2.2.
ϕ =
:0.85
Design Axial Compressive Capacity
Nd,c
:1962.2kNFormula
Design Moment Capacity
Md
:98.111kN m
Modification Factor details
Load Duration Factor, k1
Ψs
:0.7
Ψl
:0.4
Ψc
:0.4
1.35G
:13.5
1.2G + 1.5Q
:27
1.2G + 1.5ΨcQ
:18.5
1.2G + Wu + ΨcQ
:16
0.9G + Wu
:9
Most critical case
:27.0
k1
:0.57
Temperature Factor, k6
k6 = 1.0 except for seasoned timber structures erected in coastal regions of Queensland north of latitude 25 degrees south, and all other regions of Australia north of latitude 16 degrees south. In these locations, k6 = 0.9.
k6
:1
Stability Factor, k12
Buckling about X-axis
Slenderness coefficient for buckling about the major axis, S3
:0
Moisture Content Factor, k4
For unseasoned timber, k4 = 1.0. If unseasoned timber is used under normal conditions of temperature and humidity, and will not be subject to its full design load until it has reached below 25% moisture content, the design capacities can be multiplied by k4.
k4
:1Buckling about Y-axis
Slenderness coefficient for buckling about the minor axis, S4
:0
k12
:1
Explanation
Timber Properties
Australian Standards set out guidelines and minimum requirements for material properties, design parameters, design procedures and calculation methods. Here, we explain some pertinent timber properties that should be considered carefully when undertaking timber design calculations.
☀️ Seasoning
🌳 Types
🎓 Stress Grade
Design Properties of Structural Timber Elements
Design capacities for all structural timbers are obtained by modifying characteristic capacities with factors appropriate to service conditions and material property type. This process applies to all types of timber.
Member Design Capacity
Characteristic values (f'o)
Capacity Factor (ϕ)
Geometric Properties (X)
Modification Factors (kmod)
Checking Limit States
AS1720.1 provides guidelines for Ultimate Limit State (ULS) design. The calculation methods for design forces and capacities of structural timber members, joints and fasteners are robust enough to account for different scenarios and environmental factors. According to AS1720 Clause 2.1.2 and 2.1.3, the design capacities of members and joints must satisfy the following (right).
Permissible allowable stress limits or design limit c
apacities of timber columns are then calculated for each check by multiplying the relevant characteristic properties, modification factors and geometric properties together: