New Interaction Formulae for Plastic Resistances of Z-Sections under Combinations of Bending Moments M_y,Ed, M_z,Ed and Bimoment B_Ed

Highlights

What are the main findings?

-

Exact interaction curves for the plastic resistances of Z-sections taking into account the combination of three internal forces, i.e., M_y,Ed, M_z,Ed and B_Ed, are presented.

-

Approximate interaction formulas for Z-section plastic resistances taking into account three internal forces, i.e., M_y,Ed, M_z,Ed and B_Ed, is presented.

Abstract

Exact interaction formulae for the plastic resistances of Z-sections under a combination of three internal forces, i.e., the bending moment about the strong axis M_y,Ed, bending moment about the weak axis M_z,Ed and bimoment B_Ed, were created and analyzed. The exact interaction curves obtained by linear programming have enabled us to create and verify the proposed approximate interaction formulae. An interaction formula that takes into account these three internal forces is missing in the Eurocodes. A large parametric study was performed for rolled Z profiles. The differences between the values of the approximate interaction formulae and exact interaction curves were analyzed and summarized. The importance of correct analyses of Z-sections in Part 3 is described and examples of incorrect calculations in many publications are collected and corrected. Several researchers have analyzed plastic resistances of I-, H-, T- and U-sections under the combination of internal forces, but nobody has studied Z-sections which are frequently used as purlins. Another motivation is to show how to calculate the properties and normal stresses in the sections without axes of symmetry, which are frequently calculated in incorrect ways, when using non-principal axes of the section.

1. Introduction

The authors performed a large parametrical study and focused on the HVH sections (H—horizontal upper flange, V—vertical web, H—horizontal bottom flange) of different shapes, e.g., I-, H-, U- and Z-sections. The partial results of this large parametrical study are already published. I- and H-sections were explored in [1], channel sections in [2] and plain Z-sections are investigated in this paper.

Light-gauge cold-formed steel members are commonly used in a range of building types as secondary steelwork and in the primary load-bearing elements in light steel frames. Light-gauge steel refers to galvanized cold-formed steel with a maximum thickness of 4.0 mm, although gauges with thicknesses from 1.2 mm to 2.0 mm are the most common applications. A lipped C-section is the most common section shape used for wall studs and floor joists with depths commonly ranging from 70 mm to 120 mm for wall studs and from 120 mm to 250 mm for floor joists. Purlins are typically made from Z or Sigma sections with depths ranging from 140 mm to 300 mm [3]. Z-sections may be with or without lips, with equal or unequal flanges. A Z-section with equal flanges is a point-symmetric section. A point-symmetric section is a section symmetrical about a point (centroid G = shear center S) [4].

In cold-formed steel, the locally stable cross-section—consisting of non-slender plate elements—is the exception, not the rule. The limit state of distortional buckling is not often seen in hot-rolled steel sections, and is usually particular to cold-formed cross-sections. Whereas local buckling is limited to the deformation of individual plate elements, distortional buckling involves the distortion of the cold-formed cross-section shape [5]. Local buckling and distortional buckling of a lipped Z-section under compression may be seen in Figure 1.

Class 4 cross-sections are those where local buckling will occur before the attainment of yield stress in one or more parts of the cross-section. Z-sections in Figure 2 of Class 4 are generally designed following the recommendations of a recognized code of practice. The appropriate document for light-gauge steel design in Europe is Eurocode part EN 1993-1-3 [6]. It permits two alternative design routes: (a) design by calculation, and (b) design by testing. When testing is undertaken, such as that of purlins and cladding rails, the design data are usually tabulated in the form of load span tables.

The elastic limit state may be achieved for a Class 3 cross-section. Class 3 cross-sections are those where the stress in the extreme compression fiber of the steel member, assuming an elastic distribution of stresses, can reach the yield strength, but local buckling is liable to prevent development of the plastic moment of resistance [7].

The presented paper is focused on the point-symmetric Z-sections without lips of Class 1 and 2. Class 1 cross-sections are those which can form a plastic hinge with the rotation capacity required from plastic analysis without reduction of the resistance. Class 2 cross-sections are those which can develop their plastic moment of resistance, but have limited rotation capacity because of local buckling [7].

The large parametrical study of I-sections, H-sections [1] and U-sections [2], together with the presented results which are valid for Z-sections, enable us to compare the influence of the shapes of HVH sections on plastic resistances of Class 1 and 2 sections under combinations of three internal forces: bending moments M_y,Ed and M_z,Ed and bimoment B_Ed.

Z-sections of Class 1 and 2 are used rarely in practice. This is the reason why only a few researchers have investigated plastic resistance of Z-sections.

The analysis in this paper is based on the following sign convention. Positive internal forces cause tension stresses as follows: M_y,Ed in the bottom section fibers, M_z,Ed, in the right section fibers, N_Ed, and bimoment B_Ed in the web of the Z-section.

Z-sections are made from hot-rolled steel, aluminum alloys, GRP composites or FRP composites. Aluminum Z-sections are commonly used in general engineering and repair work. The Z profiles are manufactured from extruded sections of 6082-T6. GRP Z profiles are used as a joint element in multiple applications, such as false ceilings, panel structures, pergolas, skylights and GRP structures [8]. The lightness of this material makes it ideal for lightweight structures. In this paper, Z-sections made of hot-rolled steel are investigated.

1.1. Overview of the Former Investigations

In reference [9], a plastic theory describing the ultimate behavior of open section members is developed. The accompanying method of analysis allows for the determination of an ultimate generalized load-interaction diagram. The theories in reference [9] are original in describing for the first time elasto-plastic and plastic variable warping torsion behaviors including bimoment–warping curvature relationships. In reference [9], I-sections, channels and Z-sections are investigated. For a Z-section, the axial load–bimoment of plastic resistance is determined in Figure 3. Both bending moments are kept as zero. For Z4 × 8.2, the ultimate axial load–bimoment interaction diagram was drawn. The diagram exhibits diametral symmetry. The interaction curve is characterized by two types of stress distribution.

In the first type of stress distribution, the web is subjected to uniform tensile or compression yield stresses and the flanges to both. Considering the positive bimoment region only, the flange length under tensile yield stress increases as the axial load on the section increases from the maximum compressive value until the flanges are completely in tension. Meanwhile, the web is under compressive yield stress.

In the second type of stress distribution characterizing this interaction diagram, the flanges are subjected to tensile or compression yield stresses and the web stresses vary from a uniform compressive yield value to a tensile yield value or vice versa. Considering the positive bimoment region, the flanges are under tensile yield stress and the web stress varies from compression to tension as the axial load increases to the ultimate tensile value.

The interaction curve clearly indicates that the maximum bimoment is developed in the presence of a small axial load. Therefore, the maximum warping torsional moment this section can sustain is developed also in the presence of a small axial load.

The theory developed and the method of analysis presented in reference [9] allows for the determination of plastic resistance diagrams for axial load, bending moments and bimoments acting on any thin-walled open section members.

In reference [10], a procedure was described for deriving the yield surface equations for thin-walled open cross-sections with an enforced center of rotation. Equations have been derived for the specific case of a Z-section. These equations have been shown to satisfy the uniqueness theorem of plastic analysis, thereby furnishing the correct yield surface. The applications are stiffened cylinders. Stiffeners on such cylinders are usually thin-walled open cross-sections, such as flat bars or T-, L- or Z-sections.

The study in reference [10] investigates the effect of eccentric compressive load on the stability, critical states and load-carrying capacity of thin-walled carbon-fiber-reinforced plastic composite Z-profiles. Short thin-walled columns made of CFRP [11] composite material fabricated by the autoclave technique are examined. In experimental tests, the thin-walled structures were compressed until their load-carrying capacity was lost.

Kindmann and Frickel presented in reference [12] an original method called the Partial Internal Forces Method (Teilschnittgrößenverfahren = TSV). The method enables one to calculate the plastic resistance of the metal member cross-section consisting of two or three elements, e.g., L-, T-, I-, U- and Z-sections, which may be loaded with up to eight internal forces: N, M_y, M_z, B, V_z, V_y, T_w and T_t. Designers may use a free computer program [13] based on the PIF (TSV) method.

Similar possibilities are also offered by DLUBAL’s computer program [14] based on the simplex method and the software developed by the authors [15,16]. Agüero’s software has been compared for I-sections, channel sections and Z-sections with references [13,14], while, for angle sections, it has been compared with the studies by Martincek [17] and Vayas [18], obtaining the same results.

The properties of Z-sections may be found in the standards [19,20]. In the present paper, Z-sections made of hot-rolled steel [19] are investigated.

Some key properties for the Z-section and channel section were published by Baláž [21,22,23]. The following table is a summary of the main results presented for Z-sections.

1.2. Calculation of the Factor ξ

ξ is the factor by which internal forces and moments must be multiplied to reach the plastic resistances of the cross-sections. In order to find the factor ξ {ξN_Ed, ξM_y,Ed, ξM_z,Ed, ξB_Ed}, the lower bound theorem can be used.

The static or lower bound theorem means that if the equilibrium and plastic condition are verified, then the factor ξ is equal to or less than the plastic load combination.

This lower bound procedure was applied by two methods that can be programmed as follows:

• Method A, which divides the section into elements. The unknowns are the stresses in each element;
• Method B, which divides the section into three parts (two flanges and the web). In each part, the unknowns are the axial force and the bending moment about the strong axis.

1.2.1. Method A (According to Osterrieder et al. [24])

In Method A, the factor ξ and the associated normal stresses σ are calculated. It consists of several steps.

Step 1. Dividing section into elements.

Step 2. Considering linear constraints with Equations (1)–(5).

Limitation of the normal stresses:

$$-f_y\le {\sigma }_i\le f_y$$

(1)

Equilibrium equations:

$${\displaystyle \sum _{i=1}^n{\sigma }_i{A}_i}=\xi N_{Ed}$$

(2)

$${\displaystyle \sum _{i=1}^n-{\sigma }_i{A}_i}{y}_i=\xi M_{z,Ed}$$

(3)

$${\displaystyle \sum _{i=1}^n{\sigma }_i{A}_i}{\omega }_i=\xi B_{Ed}$$

(4)

$${\displaystyle \sum _{i=1}^n{\sigma }_i{A}_i}{z}_i=\xi M_{y,Ed}$$

(5)

Step 3. Calculation of the maximum value of the factor ξ:

$$\max \left(\xi \right)$$

(6)

The problem can be solved by the linear programming.

Method A can be generalized as suggested by Osterrieder et al. [24] by taking into account the shear forces V_z,Ed and V_y,Ed, warping T_w,Ed and St. Venant torsional moments T_t,Ed, which cause the shear stresses τ_xyi and τ_xzi in each element. Then, the nonlinear constraint can be expressed by von Mises criterion (this criterion can be also linearized [24]).

1.2.2. Method B (Kindmann and Frickel [12])

The Z-section consists of three parts: top flange—index T_fl, bottom flange—index B_fl and web—index w. In Method B, the following quantities are calculated: factor ξ to accomplish plastic resistance, axial forces N {$N_{Tfl,Ed}$; $N_{Bfl,Ed}$; $N_{w,Ed}$} and bending moments M in each Z-section part {$M_{Tfl,z,Ed}$; $M_{Bfl,z,Ed}$; $M_{w,y,Ed}$}.

The steps of the Method B are as follows.

Step 1. Dividing section into three parts.

Calculation of the axial and bending resistances of all three parts:

$$\begin{array}{l}{N}_{Tfl,\mathsf{p}\mathsf{l},\mathsf{R}\mathsf{d}}=N_{Bfl,\mathsf{p}\mathsf{l},\mathsf{R}\mathsf{d}}=b·t_f·f_y;N_{wpl,Rd}=h_w·t_w·f_y\\ M_{Tfl,\mathsf{p}\mathsf{l},\mathsf{z},\mathsf{R}\mathsf{d}}=M_{Bfl,\mathsf{p}\mathsf{l},\mathsf{z},\mathsf{R}\mathsf{d}}=\frac{b^2·t_f·f_y}{4};M_{w,\mathsf{p}\mathsf{l},\mathsf{y},\mathsf{R}\mathsf{d}}=\frac{h_w^2·t_w·f_y}{4}\end{array}$$

(7)

Step 2. Considering constraints.

Nonlinear interaction formula containing the plastic resistances of the top flange:

$${\left(\frac{N_{Tfl,\mathsf{E}\mathsf{d}}}{N_{Tfl,\mathsf{p}\mathsf{l},\mathsf{R}\mathsf{d}}}\right)}^2+\left|\frac{M_{Tfl,\mathsf{z},\mathsf{E}\mathsf{d}}}{M_{Tfl,pl,\mathsf{z},\mathsf{R}\mathsf{d}}}\right|\le 1$$

(8)

Nonlinear interaction formula containing the plastic resistances of the bottom flange:

$${\left(\frac{N_{Bfl,\mathsf{E}\mathsf{d}}}{N_{Bfl,\mathsf{p}\mathsf{l},\mathsf{R}\mathsf{d}}}\right)}^2+\left|\frac{M_{Bfl,\mathsf{z},\mathsf{E}\mathsf{d}}}{M_{Bfl,pl,\mathsf{z},\mathsf{R}\mathsf{d}}}\right|\le 1$$

(9)

Nonlinear interaction formula containing the plastic resistances of the web:

$${\left(\frac{N_{\mathsf{w},\mathsf{E}\mathsf{d}}}{N_{\mathsf{w},\mathsf{p}\mathsf{l},\mathsf{R}\mathsf{d}}}\right)}^2+\left|\frac{M_{\mathsf{w},\mathsf{y},\mathsf{E}\mathsf{d}}}{M_{\mathsf{w},pl,\mathsf{y},\mathsf{R}\mathsf{d}}}\right|\le 1$$

(10)

Equilibrium equations:

$$N_{Tfl,Ed}+N_{Bfl,Ed}+N_{w,Ed}=\xi N_{Ed}$$

(11)

$$M_{Tfl,z,Ed}+M_{Bfl,z,Ed}+\left(N_{Tfl,Ed}-N_{Bfl,Ed}\right)\frac{b}{2}=\xi M_{z.Ed}$$

(12)

$$-{\omega }_1{N}_{\mathsf{w},Ed}+\left(\frac{h-t_f}{2}\right)\left(M_{Tfl,z,Ed}-M_{Bfl,z,Ed}\right)+\frac{{\omega }_1{A}_w}{2A_{fl}}\left(N_{Tfl,Ed}+N_{Bfl,Ed}\right)=\xi B_{Ed}$$

(13)

$$M_{\mathsf{w},\mathsf{y},Ed}+\left(\frac{h-t_f}{2}\right)\left(N_{Bfl,z,Ed}-N_{Tfl,z,Ed}\right)=\xi M_{y,Ed}$$

(14)

where

$${\omega }_1=\frac{b^2{t}_f\left(h-t_f\right)}{2A}$$

A is the area of the section,

A_fl is the area of the flange,

A_w is the area of the web.

Step 3. Calculation of the maximum value of the factor ξ:

$$\max \left(\xi \right)$$

(15)

1.3. Research Significance

The steps of Method A and Method B are described in detail. They enable us to obtain the exact interaction formulae.

For the beams with Z-sections, the interaction formulae for the calculation of the plastic resistances of cross-sections under the bending moment about the strong axis, M_y,Ed, the bending moment about weak axis, M_z,Ed, and the bimoment B_Ed are proposed. They are derived and presented in Section 3.

2. Interaction Formulae of the Authors’ Proposal (Approximate Curves)

At this point, an approximate interaction model for the section under study is presented. The bending moments about the strong and weak axes and the bimoment are considered, assuming that the axial force is zero. Let us define the dimensionless design bending moments and bimoment as

$$m_y=\frac{M_{y,Ed}}{M_{pl,y,Rd}}, m_z=\frac{M_{z,Ed}}{M_{pl,z,Rd}}, m_{\omega }=\frac{B_{Ed}}{B_{pl,Rd}}$$

(16)

Let us consider interaction diagrams in the axes $\{M_{z,Ed},B_{Ed}\}$, assuming $M_{y,Ed}$ as a parameter, and let ${\alpha }_{fw}=A_f/A_w$ be the flanges-to-web-area ratio. Considering these axes, simulations using the exact formulation results in the interaction diagrams that are symmetrical with respect to the horizontal line $B_{Ed}=0$. These diagrams are formed by two curves with the approximate shapes of hyperbolae. In the present work, we propose an interaction diagram formed by two families of straight lines. The numerical model presented above has been used to obtain the characteristic points of the diagram: the maximum and minimum values of the bimoment (intersection of the two curves) and the maximum and minimum values of the bending moment about the z-axis. After a statistical adjustment of these points as a function of the bending moment about the y-axis $M_{y,Ed}$ and the flange-web relationship ${\alpha }_{fw}$, the following approximate interaction diagram has been obtained, consisting of the intersection of the following two regions:

$$\mathsf{\Psi }\left(\frac{M_{y,Ed}}{M_{pl,y,max}}\right)\cdot \left(\frac{M_{z,Ed}}{M_{pl,z,max}}+\frac{M_{y,Ed}}{M_{pl,y,max}}\right)+\mathsf{\Phi }\left(\frac{M_{y,Ed}}{M_{pl,y,max}}\right) \ge \left|\frac{B_{Ed}}{B_{pl,Rd}}\right|$$

(17)

$$\mathsf{\Psi }\left(-\frac{M_{y,Ed}}{M_{pl,y,max}}\right)\cdot \left(\frac{M_{z,Ed}}{M_{pl,z,max}}+\frac{M_{y,Ed}}{M_{pl,y,max}}\right)+\left|\frac{B_{Ed}}{B_{pl,Rd}}\right|\le \mathsf{\Phi }\left(-\frac{M_{y,Ed}}{M_{pl,y,max}}\right)$$

(18)

where the two functions $\mathsf{\Psi }\left(\mu \right)$ and $\mathsf{\Phi }\left(\mu \right)$ are defined as

$$\mathsf{\Psi }\left(\mu \right)=\cdot \frac{M_{pl,z,max}}{M_{pl,z,Rd}}\cdot \frac{1+\frac{{\mu }^2}{5}}{1+\mu \left(1-\frac{{\alpha }_{fw}}{2}\right)} , \mathsf{\Phi }\left(\mu \right)=\frac{\left(1-{\mu }^2\right)\left(1-\frac{\mu }{5}\right)\left(1+\frac{{\mu }^2}{5}\right)}{1+\mu \left(1-\frac{{\alpha }_{fw}}{2}\right)}$$

(19)

For each value of the $y$-axis bending moments, the region defined by Equations (17) and (18) is limited by four straight lines forming a rhombus-type figure. The contour of Equation (17) is defined by the two left boundaries of such region, meanwhile Equation (18) defines the right ones. The proposed diagram has been derived respecting the symmetry of the problem in reference to the bending moments about the $y$-axis. The above expressions are valid for the range of the bending moment about the $y$-axis:

$$-1\le \frac{M_{y,Ed}}{M_{pl,y,max}}\le 1$$

(20)

Moreover, the validity range of the cross-section parameter is

$$0.50\le {\alpha }_{fw}\le 1.15$$

(21)

In Figure 4, Figure 5 and Figure 6, the exact and proposed diagrams are shown for three different sections, ${\alpha }_{fw}=\{0.53, 0.82, 1.15\}$. Five different cases have been evaluated, leading to five interaction diagrams.

$$\frac{M_{y,Ed}}{M_{pl,y,max}}=\{0.00, 0.20, 0.40, 0.60, 0.80\}$$

As observed, the interaction region moves leftwards as $M_{yEd}$ covers the range from $M_{yEd}=0$ up to $M_{yEd}=M_{pl,y,\mathrm{m}\mathrm{a}\mathrm{x}}$. If, on the other side, $M_{yEd}<0$ in the range ${-M}_{pl,y,\mathrm{m}\mathrm{a}\mathrm{x}}\le M_{yEd}\le 0$, then the different diagrams move rightwards. In the limit cases $M_{yEd}={\pm M}_{pl,y,\mathrm{m}\mathrm{a}\mathrm{x}}$, the interaction diagrams degenerate into the two points

$$\frac{M_{z,Ed}}{M_{pl,z,max}}=\mp 1, \frac{B_{Ed}}{B_{pl,Rd}}=0$$

Let us illustrate the application of the proposed method with a numerical example. Consider the Z-shaped section with the following geometrical properties: $h=300$ mm, $b=100$ mm, $t_f=15$ mm and $t_w=9.5$ mm. The main plastic properties of the section can be obtained using formulas in

Table 1. Properties of Z-section. Calculation model is based on midline with thicknesses.

Relative Dimensionless Quantities:$\mathit{f}\left({\mathit{\alpha }}_{\mathit{f}\mathit{w}}\right)$	Cross-Section Properties
${\overline{W}}_{el,y}=\frac{W_{el,y}}{h_f{A}_w}=\frac{2+3{\alpha }_{fw}}{12}$	$W_{el,y}=\frac{2+3{\alpha }_{fw}}{12}{h}_f{A}_w$
${\overline{W}}_{el,z}=\frac{W_{el,z}}{b_w{A}_f}=\frac{2+3{\alpha }_{fw}}{3\left(1+3{\alpha }_{fw}\right)}$	$W_{el,z}=\frac{2+3{\alpha }_{fw}}{3\left(1+3{\alpha }_{fw}\right)}{b}_w{A}_f$
${\overline{W}}_{el,w}=\frac{W_{el,z}}{b_w{A}_f}=\frac{2+{\alpha }_{fw}}{6\left(1+{\alpha }_{fw}\right)}$	$W_{el,w}=\frac{2+{\alpha }_{fw}}{6\left(1+{\alpha }_{fw}\right)}{b}_w{h}_f{A}_f$
${\overline{W}}_{pl,y}=\frac{W_{pl,y}}{h_f{A}_w}=\frac{1}{4}+\left(\sqrt{2}-1\right){\alpha }_{fw}$	$W_{pl,y}=\left[\frac{1}{4}+\left(\sqrt{2}-1\right){\alpha }_{fw}\right]h_f{A}_w$
${\overline{W}}_{pl,y,\max }=\frac{W_{pl,y,\max }}{h_f{A}_w}=\frac{1}{4}+{\alpha }_{fw}$	$W_{pl,y,\max }=\left(\frac{1}{4}+{\alpha }_{fw}\right)h_f{A}_w$
${\overline{W}}_{pl,z}=\frac{W_{pl,z}}{b_w{A}_f}=\frac{1}{2}\left(1+\frac{1}{2{\alpha }_{fw}}-\frac{1}{16{\alpha }_{fw}^2}\right)$	$W_{pl,z}=\frac{1}{2}\left(1+\frac{1}{2{\alpha }_{fw}}-\frac{1}{16{\alpha }_{fw}^2}\right)b_w{A}_f$
${\overline{W}}_{pl,z,\max }=\frac{W_{pl,z,\max }}{b_w{A}_f}=1$	$W_{pl,z,\max }=b_w{A}_f$
${\overline{W}}_{pl,w}=\frac{W_{pl,w}}{b_w{h}_f{A}_f}=\frac{\left(4{\alpha }_{fw}-1\right){\left(1+{\alpha }_{fw}\right)}^2}{9{\alpha }_{fw}^2\left(1+2{\alpha }_{fw}\right)}$, if $2{\alpha }_{fw}\ge 1$ ${\overline{W}}_{pl,w}=\frac{W_{pl,w}}{b_w{h}_f{A}_f}=\frac{1}{2}$, if $2{\alpha }_{fw}\le 1$	$W_{pl,w}=\frac{\left(4{\alpha }_{fw}-1\right){\left(1+{\alpha }_{fw}\right)}^2}{9{\alpha }_{fw}^2\left(1+2{\alpha }_{fw}\right)}{b}_w{h}_f{A}_f$, if $2{\alpha }_{fw}\ge 1$ $W_{pl,w}=\frac{1}{2}{b}_w{h}_f{A}_f$, if $2{\alpha }_{fw}\le 1$
${\overline{W}}_{pl,w,\max }=\frac{W_{pl,w,\max }}{b_w{h}_f{A}_f}={\left(\frac{1+{\alpha }_{fw}}{1+2{\alpha }_{fw}}\right)}^2$	$W_{pl,w,\max }={\left(\frac{1+{\alpha }_{fw}}{1+2{\alpha }_{fw}}\right)}^2{b}_w{h}_f{A}_f$
Combination of $B_{pl,Ed,\max }$ and concomitant $N_{Ed,conc}$: $B_{pl,Ed,\max }=W_{pl,w,\max }{f}_y$, $N_{Ed,conc}=\frac{1}{{\left(1+2{\alpha }_{fw}\right)}^2}A{f}_y$, $A=A_w+2A_f$
$A_f=b_w{t}_f$, $A_w=h_f{t}_w$, ${\alpha }_{fw}=\frac{A_f}{A_w}$, ${\omega }_w=\frac{{\alpha }_{fw}}{2\left(1+2{\alpha }_{fw}\right)}{b}_w{h}_f$, ${\omega }_f=-\frac{1+{\alpha }_{fw}}{2\left(1+2{\alpha }_{fw}\right)}{b}_w{h}_f$

.

$$W_{pl,y,Rd}=3.6157\times {10}^5 \mathsf{m}{\mathsf{m}}^3, W_{pl,z,Rd}=1.1724\times {10}^5 \mathsf{m}{\mathsf{m}}^3$$

$$W_{pl,y,max}=6.0010\times {10}^5 \mathsf{m}{\mathsf{m}}^3, W_{pl,z,max}=1.3609\times {10}^5 \mathsf{m}{\mathsf{m}}^3$$

leading to the following sectional relationships between the maximum and concomitants plastic moments:

$$m_{y,max}=\frac{M_{pl,y,max}}{M_{pl,y,Rd}}=1.6597, m_{z,max}=\frac{M_{pl,z,max}}{M_{pl,z,Rd}}=1.1607$$

The flanges-to-web-area ratio in this case is ${\alpha }_{fw}=0.53$, which corresponds to the numerical results of Figure 4. The proposed interaction diagram is formed by the intersection of two half-space regions defined by in Equations (17) and (18). The reference axes in Figure 4 are $m_z=M_{z,Ed}/M_{pl,z,Rd}$ (horizonal axis) and $m_{\omega }=B_{Ed}/B_{pl,Rd}$(vertical axis). Equations (17) and (18) can be rewritten in a more compact form as

$$A\cdot m_z+B \ge \left|m_{\omega }\right|$$

(22)

$$C\cdot m_z+D \ge \left|m_{\omega }\right|$$

(23)

where the coefficients $A, B, C$ and $D$ are given by

$$A=\mathsf{\Psi }\left(\frac{M_{y,Ed}}{M_{pl,y,max}}\right)\cdot \frac{M_{pl,z,Rd}}{M_{pl,z,max}},B=\mathsf{\Psi }\left(\frac{M_{y,Ed}}{M_{pl,y,max}}\right)\cdot \frac{M_{y,Ed}}{M_{pl,y,max}}+\mathsf{\Phi }\left(\frac{M_{y,Ed}}{M_{pl,y,max}}\right)$$

(24)

$$C=\mathsf{\Psi }\left(-\frac{M_{y,Ed}}{M_{pl,y,max}}\right)\cdot \frac{M_{pl,z,Rd}}{M_{pl,z,max}}, D=-\mathsf{\Psi }\left(-\frac{M_{y,Ed}}{M_{pl,y,max}}\right)\cdot \frac{M_{y,Ed}}{M_{pl,y,max}}+\mathsf{\Phi }\left(\frac{M_{y,Ed}}{M_{pl,y,max}}\right)$$

(25)

For each value of $M_{y,Ed}/M_{pl,y,max}$, we obtain one interaction diagram. In particular, Equation (22) represents the two left sides of each rhombus, while Equation (23) reproduces the right ones. In particular, the values of these coefficients have been listed in

Table 2. Numerical values for diagrams in Figure 4, bounded by straight lines $A m_z+B\ge \left|m_{\omega }\right|$ and $C m_z+D\ge \left|m_{\omega }\right|$.

	$${\mathit{\mu }=\mathit{M}}_{\mathit{y},\mathit{E}\mathit{d}}/{\mathit{M}}_{\mathit{p}\mathit{l},\mathit{y},\mathit{m}\mathit{a}\mathit{x}}$$
	0.000	0.200	0.400	0.600	0.800
$\mathsf{\Psi }\left(\mu \right)$	1.161	1.020	0.925	0.863	0.824
$\mathsf{\Phi }\left(\mu \right)$	1.000	0.810	0.616	0.419	0.215
$\mathsf{\Psi }(-\mu )$	1.161	1.372	1.698	2.229	3.185
$\mathsf{\Phi }(-\mu )$	1.000	1.180	1.327	1.376	1.146
A	1.000	0.879	0.797	0.744	0.710
B	1.000	1.014	0.986	0.937	0.874
C	−1.000	−1.182	−1.463	−1.920	−2.744
D	1.000	0.906	0.648	0.039	−1.402

together with the output values of the functions $\mathsf{\Psi }$ and $\mathsf{\Phi }$ given by Equation (19).

Thus, for instance, the red curve in Figure 4 reproduces the exact interaction diagram for an external $y$-axis moment $M_{y,Ed}=0.40M_{pl,y,max}$. Entering in Table 2 (column for $\mu =0.40)$, we obtain the coefficients A, B, C and D and the interaction diagram is the region enclosed by the straight lines provided by

$$0.797 m_z+0.986=\left|m_{\omega }\right| , -1.463 m_z+0.648=\left|m_{\omega }\right|$$

The approximate interaction diagrams are plotted as dashed black lines in Figure 4.

Figure 4, Figure 5 and Figure 6 show that results based on the approximate interaction formulae differ in a negligible way from the exact results based on the method described above, being on the safe side. The diagrams in the figures are symmetric (a) to the horizontal axis B_Ed = 0 for all combinations with M_y,Ed and M_z,Ed, and (b) to the vertical axis M_z,Ed = 0 only for M_y,Ed = 0.

3. Importance of Z-Section Analysis

Analysis of plastic resistances of Z-sections under a combination of various internal forces is presented. The formulae provided in Table 1 and used in this paper are based on the section model defined by a midline with thicknesses. However, these “approximate” formulae provide results which differ in a negligible way from the “exact” values based on the exact shape of a Z-section. Elastic cross-sectional properties of hot-rolled Z-sections may be taken also from the German standard DIN 1027:2004-04 [19]. It is shown that some values in DIN 1027:2004-04 [19] are incorrect (

Table 3. Elastic section moduli $W_{el.y}$ and $W_{el.z}$ of Z-sections in cm³: (a) the incorrect values according to DIN 1027:2004-04 [2]; (b) the values calculated with the formulae from Table 1.

${\mathit{W}}_{\mathit{e}\mathit{l}}$	Section	Z30	Z40	Z50	Z60	Z80	Z100	Z120	Z140	Z160	Z180	Z200
$W_{el.y}$	DIN 1027	3.97	6.75	10.5	14.9	27.3	44.4	67.0	96.6	132	178	230
	Table 1	1.47	2.57	4.13	5.87	11.3	18.7	28.5	42.4	58.4	80.1	103.9
$W_{el.z}$	DIN 1027	3.80	4.66	5.88	7.09	10.1	14.0	18.8	24.3	31.0	38.4	47.6
	Table 1	2.28	2.89	3.76	4.55	6.74	9.46	12.8	16.9	21.7	27.4	33.9

).

Moreover, DIN 1027:2004-04 [19] offers only bending elastic properties. Some commercial computer programs calculate elastic and plastic cross-sectional characteristics and resistances to both y-y and z-z axes and also to the principal u-u and v-v axes (Figure 7). Unfortunately, some of their results are incorrect. Also, in several publications, the values of the elastic section moduli $W_{el,y}$ and $W_{el,z}$ (sometimes denoted as $S_{el,y}$ and $S_{el,z}$) are incorrect, e.g., in Table 10.8 on page 258 in [25], on page 785 in [26], on page 8.99 in [27], on pages 72, 74, 76, 78, 80, 82 and 84 in [28], and on pages V-29 and V-30 in [29]. The incorrect way of calculating $W_{el,y}$ may be found in [30]. The incorrect $W_{el,y}$ and $W_{el,z}$ values of Z-section properties are also in the tables of their producers [31,32,33,34,35,36,37,38,39,40,41,42]. The values of the elastic section moduli $W_{el,y}=I_y/z_{\max }$ and $W_{el,z}=I_z/y_{\max }$ given in [25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42] have no use and may lead to the incorrect values of the elastic bending moment resistances $M_{el,y,R}=W_{el,y}{f}_y$ and $M_{el,z,R}=W_{el,z}{f}_y$ on the unsafe side, as is the case in the example No.4 on page IV-20 in [30]. Table 3 shows big differences between the correct and incorrect values of $W_{el,y}$ and $W_{el,z}$.

The present paper offers for Z-sections the correct formulae for calculation of the values of a) the bending and torsional cross-sectional elastic and plastic characteristics and b) the bending and torsional elastic and plastic resistances, including their maximum values which may be achieved with combination of other internal forces. Numerical examples show details of calculations and interaction diagrams, as well. The interaction diagram in Figure 3 was calculated with the author’s own computer program THINWALLRES [15], and it represents just a small part of a large parametrical study which will be published in another paper.

Two numerical examples related to Figure are given in

Table 4. Numerical example No.1. Properties of hot-rolled section Z200—DIN 1027 [19]. Relative dimensionless properties and physical properties using thin-walled-hypothesis-based analytical expressions from Table 1.

Cross-section geometrical properties
$h$	$b$	$t_w$	$t_f$	$h_f$	$b_w$	$A_f$	$A_w$	$A$
mm	mm	mm	mm	mm	mm	cm2	cm2	cm2
200	80	10	13	187	75	9.75	18.70	38.20
Relative dimensionless quantities as a function of ${\alpha }_{fw}=\frac{A_f}{A_w}=0.5215$
${\overline{W}}_{el,y}$	${\overline{W}}_{el,z}$	${\overline{W}}_{el,w}$	${\overline{W}}_{pl,y}$	${\overline{W}}_{pl,y,\mathrm{m}\mathrm{a}\mathrm{x}}$	${\overline{W}}_{pl,z}$	${\overline{W}}_{pl,z,\mathrm{m}\mathrm{a}\mathrm{x}}$	${\overline{W}}_{pl,w}$	${\overline{W}}_{pl,w,\mathrm{m}\mathrm{a}\mathrm{x}}$
0.297	0.463	0.276	0.466	0.771	0.865	1.000	0.5027	0.555
Physical properties of the cross-section
$W_{el,y}$	$W_{el,z}$	$W_{el,w}$	$W_{pl,y}$	$W_{pl,y,\mathrm{m}\mathrm{a}\mathrm{x}}$	$W_{pl,z}$	$W_{pl,z,\mathrm{m}\mathrm{a}\mathrm{x}}$	$W_{pl,w}$	$W_{pl,w,\mathrm{m}\mathrm{a}\mathrm{x}}$
cm3	cm3	cm4	cm3	cm3	cm3	cm3	cm4	cm4
103.86	33.88	377.71	162.94	269.75	63.22	73.125	687.47	758.48

and

Table 5. Numerical example No.2 in MATHCAD. Coordinates used in the diagram in Figure 3. Bimoment–axial combinations for cross-section Z200-DIN 1027. The two last columns show the dimensionless interaction coordinates shown in Figure 3. Analytical expressions are shown in Table 1.

Bimoment–Axial Force Combination Example in Figure 3
$B_{pl,\mathrm{E}\mathrm{d},\mathrm{m}\mathrm{a}\mathrm{x}}$	$B_{pl,\mathrm{R}\mathrm{d}}$	$N_{\mathrm{E}\mathrm{d},\mathrm{c}\mathrm{o}\mathrm{n}\mathrm{c}}$	$N_{pl,\mathrm{R}\mathrm{d}}$	$\frac{N_{\mathrm{E}\mathrm{d},\mathrm{c}\mathrm{o}\mathrm{n}\mathrm{c}}}{N_{pl,\mathrm{R}\mathrm{d}}}$	$\frac{B_{pl,Ed,\mathrm{m}\mathrm{a}\mathrm{x}}}{B_{pl,\mathrm{R}\mathrm{d}}}$
kNm2	kNm2	kN	kN	-	-
1.782	1.605	215.12	897.70	0.24	1.11

.

Roll-formed Z-sections [43] may be seen in various steel constructions such as commercial buildings, large storage silos, mezzanine flooring, racking, residential garage doors, fencing, etc. The presented procedure will be useful for designers in practice, authors of computer programs and participants in educational processes.

4. Conclusions

The authors performed a large parametric study and focused on the HVH sections (H—horizontal upper flange, V—vertical web, H—horizontal bottom flange) of different shapes, e.g., I-, H-, U- and Z-sections. The partial results of the large parametrical study were already published. I- and H-sections were investigated in references [1,21,44], channel sections in references [2,23] and Z-sections in reference [22] as well as in this paper.

The proposal is given to show how to fit the curves for M_z, M_y and B in an approximate way.

The need to have interaction curves in order to calculate the plastic resistances of the Z-section under combinations of the internal forces M_y, M_z and B is justified in the introduction. The exact curves are obtained for different values of M_y, showing the interaction between M_z and B.

Future work should study the plastic resistances of other types of cross-section shapes by taking into account first the four internal forces, i.e., N_Ed, M_y,Ed, M_z,Ed and B_Ed, causing normal stresses, and later all eight internal forces causing normal and shear stresses.

The importance of correct Z-section analysis is justified in Part 3. In this part, there are tables containing two numerical examples showing that some cross-sectional characteristics given in DIN 1027:2004-04 [19] are incorrect. Warning is given related to several publications [25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42], including the standard [29], which offer cross-sectional characteristics and may lead to the calculation of Z cross-section resistances on the dangerous side.

The results presented in this paper are needed to design proper Z-sections in regard to elastic and plastic behaviors.