# Timber Column Design per the 2018 NDS Standard

## Technical Article on the Topic Structural Analysis Using Dlubal Software

### Technical Article

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.

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:

Ag = b ⋅ d = 7.50 in. ⋅ 7.50 in. = 56.25 in²

Section modulus:

Formula 1

$$Sx = b · d26 = (7.50 in.) · (7.50 in.)26 = 70.30 in.3$$

Moment of inertia:

Formula 2

$$Ix = b · d312 = (7.50 in.) · (7.50 in.)312 = 263.70 in.4$$

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:

Fc = 1,900 psi

Minimum modulus of elasticity:

Emin = 690,000 psi

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 (fc). 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 = Fc ⋅ CD ⋅ CM ⋅ Ct ⋅ CF ⋅ Ci ⋅ CP

Below, each adjustment factor is determined:

CD - The load duration factor is implemented to take into account different periods of loading. Snow, wind, and earthquakes are taken into account with CD. 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 (Emin), and the compression forces perpendicular to the grain (Fc) based on Sect. 4.3.2 [1]. CD in this case is set to 1.00 per Sect. 2.3.2 [1] assuming a normal load duration of 10 years.

CM - 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], CM is set to 0.900.

Ct - 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 Ct. Utilizing Table 2.3.3 [1], Ct­ is set to 1.00 for all reference design values assuming temperatures are lesser than or equal to 100 degrees Fahrenheit.

CF - 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].

Ci - 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.

The reference modulus of elasticity values (E and Emin) 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 Ci is equal to 0.95 from Table 4.3.8 [1].

E' = E ⋅ CM ⋅ Ct ⋅ Ci = 160,550 psi

E'min = Emin ⋅ CM ⋅ Ct ⋅ Ci ⋅ CT = 589,950.00 psi

#### Column Stability Factor (CP)

The column stability factor (CP) 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 CP.

The equation used to calculate Cp is Eqn. (3.7-1) referenced in Section 3.7.1.5. The reference compression design value parallel to grain (Fc) is required and calculated below:

F'c = Fc ⋅ CD ⋅ CM ⋅ Ct ⋅ CF ⋅ Ci = 1094.00 psi

The next value that needs to be calculated in Eqn. (3.7-1) is the critical buckling design value for compression members (FcE).

Formula 3

$$FcE = 0.822 E'minled2$$

The slenderness ratio is calculated as so:

Formula 4

$$led = 16$$

The slenderness ratio is applied to the equation for FcE and the following value is calculated:

FcE = 1894.29 psi

The last variable needed is (c) which is equal to 0.8 for sawn lumber. All of the variables can be applied to Eqn. (3.7-1) and the following value is calculated for CP.

Formula 5

$$CP = 1 FcEFc*2 c - 1 FcEFc*2 c2 - FcEFc*c = 0.84$$

Now, all adjustment factors have been determined from Table 4.3.1 [1]. Therefore, the adjusted compressive design value parallel to grain (F'c) can be calculated.

F'c = Fc ⋅ CD ⋅ CM ⋅ Ct ⋅ CF ⋅ Ci ⋅ Cp = 919.30 psi

#### Column Design Ratio

The ultimate goal of this example is to obtain the design ratio for this simple column. This will determine if the member size is adequate under the given load or if it should be further optimized. Calculating the design ratio requires the adjusted compressive design value parallel to grain about both axes (F'c) and actual compressive stress parallel to grain (fc). In this case, the cross-section is symmetrical so F'c is equivalent for both the x and y-axis.

The actual compressive stress (fc) is calculated below:

Formula 6

$$fc = PA = 40.124 kip56.25 in² = 713.32 psi$$

The adjusted compressive design value parallel to grain (F'c) and the actual compressive stress (fc) are used to compile the design ratio (η) per Sect. 3.6.3.

Formula 7

$$η = fcF'c · η = 713.32 psi919.30 psi · η = 0.776$$

#### Application in RFEM

For timber design per the 2018 NDS standard in RFEM, the add-on module RF-TIMBER AWC analyzes and optimizes cross-sections based on loading criteria and member capacity for a single member or a set of members. This is available for either LRFD or ASD design methods. When modeling and designing the column example above in RF-TIMBER AWC, the results can be compared.

In the General Data table of the RF-TIMBER AWC add-on module, the member, loading conditions, and design methods are selected. The material and cross-sections are defined from RFEM and the load duration is set to ten years. The moisture service condition is set Wet and the temperature is equal to or below 100 degrees Fahrenheit. Lateral-Torsional Buckling is defined according to Table 3.3.3 [1]. The module calculations produce an actual compressive stress parallel to grain (fc) of 713.31 psi and an adjusted compressive design value parallel to grain (F'c) of 919.30 psi. A design ratio (η) of 0.78 is determined from these values aligning well with the analytical hand calculations shown above.

#### Reference

 [1] National Design Specification (NDS) for Wood Construction 2018 Edition

Write Comment...

Write Comment...

• Views 2177x
• Updated 12/27/2021

Do you have further questions or need advice? Contact us via phone, email, or chat or find suggested solutions and useful tips on our FAQ page available 24/7.

NCSEA Structural Engineering Summit

Conference 02/15/2022 - 02/16/2022

Eurocode 5 | Timber Structures According to DIN EN 1995-1-1

Online Training 03/17/2022 8:30 AM - 12:30 PM CET

2022 NASCC: The Steel Conference

Conference 03/23/2022 - 03/25/2022

International Mass Timber Conference

Conference 04/12/2022 - 04/14/2022

Structures Congress 2022

Conference 04/21/2022 - 04/22/2022

Considering Construction Stages in RFEM 6

Webinar 01/13/2022 2:00 PM - 3:00 PM CET

Webinar 12/14/2021 2:00 PM - 3:00 PM EST

Introduction to the New RFEM 6

Webinar 11/11/2021 2:00 PM - 3:00 PM EST

Model and Design Timber Structures in RFEM 6 and RSTAB 9

Webinar 11/11/2021 2:00 PM - 3:00 PM CET

Glass Design with Dlubal Software

Webinar 06/08/2021 2:00 PM - 2:45 PM

Blast Time History Analysis in RFEM

Webinar 05/13/2021 2:00 PM - 3:00 PM EST

Timber Beam and Surface Structures | Part 2: Design

Webinar 05/11/2021 2:00 PM - 3:00 PM

Plate and Shell Buckling Utilizing Dlubal Software

Webinar 03/30/2021 2:00 PM - 2:45 PM

Webinar 03/10/2021 2:00 PM - 3:00 PM EST

The Most Common User Errors With RFEM and RSTAB

Webinar 02/04/2021 2:00 PM - 3:00 PM CET

Webinar 01/19/2021 2:00 PM - 3:00 PM EST

Dlubal Info Day Online | December 15, 2020

Webinar 12/15/2020 9:00 AM - 4:00 PM CET

FEA Troubleshooting and Optimization in RFEM

Webinar 11/11/2020 2:00 PM - 3:00 PM EST

Length min

Length 52:30 min

Length 1:06 min

Length 1:10 min

Length 1:00 min

Length 1:00 min

Length 1:13:45 min

Length 3:02:59 min

Length 2:50:30 min

Length 1:03 min

Length 1:01 min

Length 1:02 min

Length 0:40 min

Length 52:33 min

Length 2:37 min