Subject:
Timber Column Design per the 2018 NDS Standard
Comment:
Using the RF-TIMBER AWC module, timber column design is possible according to the 2018 NDS standard ASD method. Accurately calculating timber member compressive capacity and adjustment factors is important for safety considerations and design. The following article will verify the maximum critical buckling in RF-TIMBER AWC using step-by-step analytical equations per the NDS 2018 standard including the compressive adjustment factors, adjusted compressive design value, and final design ratio.
Description:
A 10 ft. long, nominal 8 in. ⋅ 8 in. Select Douglas Fir-Larch (North) column with an axial load of 40.00 kips will be designed. The goal of this analysis is to determine the adjusted compression factors and adjusted compressive design value of the column. A normal load duration and pinned supports at each end of the member is assumed. Loading criteria are simplified for this example. Normal loading criteria can be referenced in Sect. 1.4.4 [1]. In Figure 01 a diagram of the simple column with loads and dimensions is shown.
Columns Properties
The cross-section used in this example is a 8 in. ⋅ 8 in. post and timber. The actual cross-section property calculations of the timber column can be viewed below:
b = 7.50 in., d = 7.50 in., L = 10.00 ft.
Gross cross-section area:
A-g = b ⋅ d = 7.50 in. ⋅ 7.50 in. = 56.25 in²
Section modulus:
Moment of inertia:
The material that will be used for this example is Select Structural Douglas Fir-Larch (North). The material properties are as follows:
Reference compression design value:
F-c = 1,900 psi
Minimum modulus of elasticity:
E-min = 690,000 psi
Column Adjustment Factors
For the design of timber members per the 2018 NDS standard and the ASD method, stability factors (or adjustment factors) must be applied to the compressive design value (f-c). This will ultimately provide the adjusted compressive design value (F'-c). The factor F'-c is determined with the following equation, highly dependent on the listed adjustment factors from Table 4.3.1 [1]:
F'-c = F-c ⋅ C-D ⋅ C-M ⋅ C-t ⋅ C-F ⋅ C-i ⋅ C-P
Below, each adjustment factor is determined:
C-D - The load duration factor is implemented to take into account different periods of loading. Snow, wind, and earthquakes are taken into account with C-D. This factor must be multiplied by all reference design values except for the modulus of elasticity (E), modulus of elasticity for beam and column stability (E-min), and the compression forces perpendicular to the grain (F-c) based on Sect. 4.3.2 [1]. C-D in this case is set to 1.00 per Sect. 2.3.2 [1] assuming a normal load duration of 10 years.
C-M - The wet service factor references design values for structural sawn lumber based on moisture service conditions specified in Sect. 4.1.4 [1]. In this case, based on Sect. 4.3.3 [1], C-M is set to 0.900.
C-t - The temperature factor is controlled by a member's sustained exposure to elevated temperatures up to 150 degrees Fahrenheit. All reference design values will be multiplied by C-t. Utilizing Table 2.3.3 [1], C-t is set to 1.00 for all reference design values assuming temperatures are lesser than or equal to 100 degrees Fahrenheit.
C-F - The size factor for sawn lumber considers wood is not a homogeneous material. The size of the column and type of wood is taken into account. For this example, our column has a depth lesser than or equal to 12 in. Referencing Table 4D based on the size of the column, a factor of 0.900 is applied. This info can be found in Sect. 4.3.6.2 [1].
C-i - The incising factor considers the preservation treatment applied to the wood to resist decay and avoid fungus growth. Most of the time this involves pressure treatment but in some cases requires the wood to be incised increasing the surface area for chemical coverage. For this example, we will be assuming the wood is incised. Referencing Table 4.3.8 [1], an overview of what factors each member property must be multiplied by is shown.
Adjusted Modulus of Elasticity
The reference modulus of elasticity values (E and E-min) must also be adjusted. The adjusted modulus of elasticity (E' and E'-min) are determined from Table 4.3.1 [1] and the incising factor C-i is equal to 0.95 from Table 4.3.8 [1].
E' = E ⋅ C-M ⋅ C-t ⋅ C-i = 160,550 psi
E'-min = E-min ⋅ C-M ⋅ C-t ⋅ C-i ⋅ C-T = 589,950.00 psi
Column Stability Factor (C-P)
The column stability factor (C-P) is needed in order to calculate the column's adjusted compressive design value and the compressive design ratio. The following steps will include the necessary equations and values to find C-P.
The equation used to calculate C-p is Eqn. (3.7-1) referenced in Section 3.7.1.5. The reference compression design value parallel to grain (F-c) is required and calculated below:
F'-c = F-c ⋅ C-D ⋅ C-M ⋅ C-t ⋅ C-F ⋅ C-i = ...