- Review Article
- Abstract
- Introduction
- Simplified Method for the Determination of Elastic Buckling Loads of Cold-Formed Perforated Steel Sections
- Impacts of Web Hole Dimensions on the Elastic Buckling Loads of Cold-formed Perforated Steel Channel Sections under Compression or Bending
- Conclusion
- References

**Elastic Buckling Loads of Cold-Formed Steel
Channel Sections with Perforations**

### Ngoc Hieu Pham*

*Department of Civil Engineering, Hanoi Architectural University, Vietnam*

**Submission:** January 23, 2022; ** Published:** April 13, 2022

***Corresponding Author:** Ngoc Hieu Pham, Department of Civil Engineering, Hanoi Architectural University, Vietnam

**How to cite this article:**Pham N H. Elastic Buckling Loads of Cold-Formed Steel Channel Sections with Perforations.Civil Eng Res J. 2022; 13(1):
555852. DOI 10.19080/CERJ.2022.13.555852

- Review Article
- Abstract
- Introduction
- Simplified Method for the Determination of Elastic Buckling Loads of Cold-Formed Perforated Steel Sections
- Impacts of Web Hole Dimensions on the Elastic Buckling Loads of Cold-formed Perforated Steel Channel Sections under Compression or Bending
- Conclusion
- References

**Abstract**

Cold-formed perforated steel sections have been commonly applied to meet the demands for technical installations, leading to the reduction of capacities of these such sections. The capacities of these sectional types have been considered in the American Specification AISI S100-16 using the Direct Strength Method (DSM). This method known as the innovative method for the design of cold-formed steel sections allows predicting the sectional capacities of perforated sections based on elastic bucking loads. Elastic buckling analyses are compulsory for the application of the DSM in the design. The determination of elastic buckling loads of perforated sections is cumbersome with the usage of current buckling analysis software programs. The paper, therefore, presents a simple method for the determination of elastic buckling loads of cold-formed perforated channel sections, especially the paper is aimed to introduce a module software program used for elastic buckling analyses of these such channel sections based on this simple method. This program is convenient for buckling analysis, and it becomes a key program for the application of DSM in the design of cold-formed perforated steel channel sections. This software program is subsequently utilized to investigate the effects of web hole dimensions on the elastic buckling loads of cold-formed steel channel sections with perforations under compression or bending. The investigated results provide fundamental understandings of the buckling behaviors of perforated channel sections due to the effects of the web holes.

**Keywords:** Elastic buckling loads; Cold-formed steel channel sections; Perforations; Compression; Bending

- Review Article
- Abstract
- Introduction
- Simplified Method for the Determination of Elastic Buckling Loads of Cold-Formed Perforated Steel Sections
- Impacts of Web Hole Dimensions on the Elastic Buckling Loads of Cold-formed Perforated Steel Channel Sections under Compression or Bending
- Conclusion
- References

**Introduction**

Cold-formed steel sections with perforations have been found in structural applications due to the demand for the installations of electrical, plumbing or heating services. The holes are commonly pre-punched in the web of channel or Zed sections; this affects the elastic buckling loads and the capacities of these such sections. Their sectional capacities are determined as regulated in the American Specification AISI S100 [1] with the application of the Direct Strength Method (DSM). This method has been illustrated its advantages in the design of cold-formed steel structures compared to the effective width method (EWM) [2] due to its simplicity and effectiveness in the design. This method can predict the strengths of cold-formed steel sections or members on the basis of elastic buckling loads. Therefore, the determination of these elastic buckling loads is the key step for the application of the DSM in the design of cold-formed steel sections.

The elastic buckling analysis for cold-formed steel sections without holes can be determined from an elastic buckling curve or a “signature curve” obtained by using THIN-WALL-2 or CUFSM software programs [3,4]. These software programs were developed based on the finite strip method [5]. The elastic buckling analyses of cold-formed steel channel sections without holes were presented in Pham & Vu [6] with the application of the THIN-WALL-2 software program [3]. These buckling analysis programs, however, cannot be used for these perforated sections due to the discontinuities of these strips in such sections caused by the presence of holes. Finite element models can be used in these cases with the applications of popular software programs such as ANSYS or ABAQUS [7]. FE models are found to be computationally inefficient, subjective and laborious in the buckling analysis. A large number of buckling modes obtained in the analysis must be visually inspected to identify whether the modes are local or distortional buckling’s, even cannot be identified due to the interaction between modes.

In the literature, cold-formed stub columns with the variation of hole shapes were investigated to study the local buckling strengths [8-11]. The hole lengths or locations were considered to study the hole impacts on the capacities of cold-formed steel columns [12-15]. The strength and behavior of cold-formed steel channel sections with perforations were studied by Moen & Schafer [16-23], which are subsequently introduced in the American Specification AISI S100-16 [1] for the design of these such sections using the Direct Strength Method (DSM). In their studies, a new simplified method was developed to determine elastic buckling loads of cold-formed perforated steel sections, which was a key step for the application of DSM in the design of cold-formed steel channel sections with perforations, as regulated in AISI S100-16 [1]. Recently, a module CUFSM software program developed by The American Iron and Steel Institute [24] based on research results of Moen & Schafer [16-23], allows the designer to simply determine the elastic buckling loads of these such sections.

The paper, therefore, presents the alternative approach to determine the elastic buckling loads of cold-formed perforated steel channel sections instead of using finite element buckling analyses. Based on the alternative method, the module CUFSM software program will be introduced for elastic buckling analyses of the perforated channel sections that can be used for the design of the cold-formed steel channel sections with perforations using DSM. This buckling analysis program is subsequently used to investigate the effects of web hole dimensions on the elastic buckling loads of cold-formed steel channel sections with perforations, which allows understanding the buckling behaviors of cold-formed steel channel sections with perforations.

- Review Article
- Abstract
- Introduction
- Conclusion
- References

**Simplified Method for the Determination of Elastic
Buckling Loads of Cold-Formed Perforated Steel
Sections**

The simplified method is applied for the buckling analysis
of cold-formed steel sections with perforations, as presented in
Moen & Schafer [16-18] or in Appendix 2, AISI S100-16 [1]. The
elastic local buckling loads(*P _{crl} ; M_{crl}*) for cold-formed steel sections
with holes under compression or bending are determined as
follows: where (

*P*) are the local buckling loads of the gross cross-sections which can be determined using finite strip methods such as THIN-WALL-2 or CUFSM software programs [3,4]; (

_{crlnh}; M_{crlnh}*P*) are the bucking loads of net cross-sections and are also calculated by using finite strip analyses. Elastic buckling analyses are carried out for the net cross-sections to get the elastic buckling curves, as illustrated in Figure 1, where

_{crlh}; M_{crlh}*L*is the halfwavelength corresponding to the critical buckling load. The hole length is considered in this analysis as follows: the buckling loads (

_{crlh}*P*) are equal to the critical buckling loads if

_{crlh}, M_{crlh}*L*(Figure 1a) and are equal to the buckling loads at the lengths of holes if

_{hole}> L_{crlh}*L*(Figure 1b).

_{hole}< L_{crlh}The distortional buckling loads (*P _{crd} , M_{crd}* ) are determined
using the approximate method as follows: Elastic buckling analyses
of the gross cross-sections are implemented to identify the halfwavelengths
(

*L*) of distortional buckling’s. The web thickness (

_{crd}*t*) is subsequently converted into the assumed thickness to consider the effects of the web holes, as demonstrated in Equation (3), where

*L*is the hole length. The distortional buckling loads (

_{h}*P*) are determined based on elastic buckling analyses of the modified cross-sections.

_{crd}, M_{crd}

- Review Article
- Abstract
- Introduction
- Conclusion
- References

**Impacts of Web Hole Dimensions on the Elastic
Buckling Loads of Cold-formed Perforated Steel
Channel Sections under Compression or Bending**

Based on Pham’s report [25] and the simple method presented
in the previous section. it was found that the local buckling loads
only depend on the ratios of the web hole heights and the sectional
depths (*h _{hole} D*) , whereas they are the ratios between the hole
lengths and the sectional depths(

*L*)for distortional buckling. Therefore, the effects of hole dimension components on the elastic buckling loads are separately considered in the investigation. The channel sections for the investigation are listed in Table 1 with the nomenclature illustrated in Figure 3.

_{hole}DNote: Inner radius r = 5mm.

**The web hole heights & elastic local buckling loads**

The ratios are taken from 0.05 to 0.8. The hole lengths
*L _{hole}* are selected as two times of the sectional depths

*(D)*to ensure these lengths are larger than the half-wavelengths

*L*of critical local buckling loads of the net cross-sections . The elastic local buckling loads of the net cross-sections are illustrated in Figures 4 & 5 in comparison with those of the gross cross-sections.

_{hole}The investigated results show that the local buckling loads are seen as upward trends if the hole lengths increase. The local buckling’s are occurred at the net cross-section for small hole heights, whereas these buckling’s are obtained at the flat web areas between holes for the large ones. The local buckling loads of the net cross-sections with small hole heights are less than those of the gross cross-sections, this results in the occurrence of local buckling’s at the net cross-sections. In terms of large hole heights, the buckling loads of the net cross-sections are found to be larger than those of the gross cross-sections; the occurrence of local buckling’s, therefore, are at the flat web areas between holes. This is explained that if the hole heights increase, the flat areas above and under the holes in the web become smaller leading to the reductions of the slenderness of these areas and the increase of the web hole stability.

For compression, when the ratios Dreach 0.22 for all investigated sections, the local buckling loads of the gross and net cross-sections become equal. The elastic local buckling loads of steel channel sections , therefore, can be taken as these buckling loads of the gross cross-sections if the ratios are higher than 0.22. Also, Figure 4 shows that the curves of ratios are nearly unchanged with the variations of the investigated channel sections when the ratios are less than 0.22. It means that the elastic local buckling load of a perforated channel cross-section can be determined based on the ratios in Figure 4 and the local buckling loads of the gross cross-sections .For bending, the effects of web holes on the elastic local buckling moments are significant with the reductions reaching 40% compared to those of the gross cross-sections. Local buckling can be occurred at the net crosssection if the ratios are less than 0.6, even 0.8 for C15012 section. Similar to compression, the curves of ratios are quite stable for the investigated cross-sections when the ratios are less than 0.6. Also, the local buckling’s are occurred at the net cross-sections if the ratios are less than about 0.65. Therefore, if the ratios are more than about 0.65, the elastic local buckling moments of the perforated channel sections can be taken as those of gross cross-sections except C15012, and; the local buckling’s will be occurred at the flat web areas between holes (Figure 5).

**The web hole lengths & elastic distortional buckling
loads**

The ratios of the web hole lengths and the sectional depths
are taken from 0.5 to 3.0 and the hole heights are
taken as half of the sectional depths (D) . The effects of the web
hole dimensions on the elastic distortional buckling loads are
carried out with the investigated sections listed in Table 1.
The investigated results are illustrated in Figures 6 & 7 for the
comparisons of the elastic distortional buckling loads between
the perforated cross-sections and the gross cross-sections.
Based on the investigated results, it is found that the elastic
distortional buckling loads are seen as downward trends when
the ratiosincrease. Also, it was found that if the ratios of
the web depths and the flange widths (*W/F*) increase, the effects
of the web hole lengths on the elastic distortional buckling loads
become clearer. This can be illustrated as follows: the ratio(*W/F* )of
C15012 section is 2.38, then the reductions of elastic distortional
buckling loads are about 40% for both compression or bending;
whereas these reductions are about 65% when the ratio(*W/F* )
is 3.23 for C40030 section. This can be explained due to the
influence of web depths on the distortional buckling behaviors
of the flange. The webs with high stability (it means the ratio
(*W/F* ) is small) allow to reduce the effects of the web holes on
the distortional buckling of the flanges, and vice versa. Evenly,
the high web slenderness of C40030 sections leads to its elastic
distortional buckling loads becoming less than those of C35030
section under compression, as illustrated in Figure 6.

- Review Article
- Abstract
- Introduction
- Conclusion
- References

**Conclusion**

This paper presents the simple method in the determination of elastic buckling loads of cold-formed steel sections with perforations according to American Specification AISI S100-16. This method is the base for the recent development of the module CUFSM software program by The American Iron and Steel Institute to support the buckling analyses of cold-formed perforated steel channel sections. The paper is aimed to introduce this module program for the designers in the buckling analysis and then utilize this program to investigate the effects of the web hole dimensions on the elastic buckling loads of cold-formed steel channel sections with perforations. The following conclusions are provided based on the investigated results, as follows:

a. Elastic local buckling loads are significantly affected by the web hole heights, whereas the web hole lengths are noticeable impacts on the elastic distortional buckling loads.

b. The elastic local buckling loads are seen as upward trends if the hole heights increase. Local bucklings intend to occur at the holes when the web hole heights are small but occur between holes for large hole heights.

c. When the hole lengths increase, the distortional buckling loads undergo downward trends. The ratios W F increase, the effects of the web holes on the elastic distortional buckling loads become more noticeable.

These remarks provide fundamental understandings of elastic buckling behaviors of cold-formed steel channel sections with perforations.

- Review Article
- Abstract
- Introduction
- Conclusion
- References

**References**

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