12097x

2020-03-02

Design of a Thin-Walled, Cold-Formed C-Section According to EN 1993-1-3

Utilize the RF-/STEEL Cold-Formed Sections module extension to perform ultimate limit state designs of cold-formed sections according to EN 1993-1-3 and EN 1993-1-5. In addition to the cold-formed cross-sections from the cross-section database, you can design general cross-sections from SHAPE-THIN.

In the following example from the Steel Structures Yearbook 2009 [3], the cross-section design for a single-span beam with a thin-walled, cold-formed C-section is performed under normal force loading. The C-section is modeled in SHAPE-THIN and then designed in RF-/STEEL Cold-Formed Sections.

System

System and loading are shown in Figure 01.

System and Loading (Dimensions in mm, Force in kN)

Material

S 355 EN 10025-2
E = 210,000 N/mm²
G = 80,769 N/mm²
ν = 0.3
f_y = f_yb = 355 N/mm²
γ_M0 = γ_M1 = 1.00 (design according to CEN)

External Dimensions

The external dimensions of the cross-section are shown in Figure 02.

External Dimensions of Cross-Section in mm

H = 102 mm (web height)
b = 120 mm (belt width)
c = 26 mm (lip length)
t = 2 mm (steel core thickness)

Notional Flat Widths

The notional flat widths are determined according to [1], 5.1. The notional flat widths are shown in Figure 03.

Notional Flat Widths in mm

r_{m} = r \frac{t}{2} = 10 \frac{2}{2} = 11 mm

g_{r} = r_{m} \cdot (\tan (\frac{ϕ}{2}) - \sin (\frac{ϕ}{2})) = 11 \cdot (\tan 45 ° - \sin 45 °) = 3, 22 mm

h_{w} = H - t - 2 \cdot g_{r} = 102 - 2 - 2 \cdot 3.22 = 93.56 mm

b_{p} = b - t - 2 \cdot g_{r} = 120 - 2 - 2 \cdot 3.22 = 111.56 mm

b_{p, c} = c - \frac{t}{2} - g_{r} = 26 - \frac{2}{2} - 3.22 = 21.78 mm

Formula 1

Checking Width-Thickness Ratios

The width-thickness ratios are checked according to [1], 5.2 (1).

b/t = 120/2 = 60 ≤ 60

c/t = 26/2 = 13 ≤ 50

H/t = 102/2 = 51 ≤ 500

The width-thickness ratios are met.

Checking Stiffener Dimensions

The stiffener dimensions are checked according to [1], 5.2 (2).

0.2 ≤ c/b = 26/120 = 0.22 ≤ 0.6

The lips can be applied as stiffeners.

Checking the Angle Between the Stiffener and the Planar Element

The angle between the stiffener and the planar element is 90° within the limits of 45° and 135° mentioned in [1], 5.5.3.2 (1).

Determining the Effective Cross-Section

For steel sections that are not subjected to double symmetry and subjected to compression, the centroidal position of the effective cross-section shifts compared to the gross cross-section. The external compressive force acting centrically on the gross cross-section now acts eccentrically on the effective cross-section, and an additional bending moment is created. According to [1], the additional moments resulting from the shift of the centroid must be taken into account. Subsequently, in addition to the effective cross-section for pure compressive stress, the effective cross-section for pure bending stress must be determined.

Determining the Effective Cross-Section Under Pure Compression

According to [2], 4.4 (2), the coefficient results in:

ε = \sqrt{\frac{235}{f_{yb}}} = \sqrt{\frac{235}{355}} = 0.814

Formula 2

Web:

According to [2], Table 4.1, the buckling value results in:

k_{σ} = 4

Formula 3

According to [2], 4.4 (2), the buckling slenderness results in:

{\bar{λ}}_{p} = \frac{h_{w} / t}{28.4 \cdot ε \cdot \sqrt{k_{σ}}} = \frac{93.56 / 2}{28.4 \cdot 0.814 \cdot \sqrt{4}} = 1.012

{\bar{λ}}_{p} = 1.012 \geq 0.5 \sqrt{0.085 - 0.055 \cdot ψ} = 0.5 \sqrt{0.085 - 0.055 \cdot 1} = 0.673

Formula 4

The slenderness ratio is greater than the limit value 0.673 according to [2], 4.4 (2). Thus, a reduction is required.

According to [2], 4.4 (2), the reduction factor results in:

ρ = \frac{{\bar{λ}}_{p} - 0.055 \cdot (3 ψ)}{{\bar{λ}}_{p}^{2}} = \frac{1.012 - 0.055 \cdot (3 1)}{1 . 012^{2}} = 0.773 \leq 1

Formula 5

According to [2], Table 4.1, the effective web height results from [2], Table 4.1 in:

h_{eff} = ρ \cdot h_{w} = 0.773 \cdot 93.56 = 72.3 mm

h_{e 1} = h_{e 2} = 0.5 \cdot h_{eff} = 0.5 \cdot 72.3 = 36.17 mm

Formula 6

Flange with edge stiffener:

In the first step, a first approach for the effective cross-section of the stiffener is determined with the assumption that the edge stiffness acts as a rigid support and that σ_com,Ed = f_yb / γ_M0.

Flange:

According to [2], Table 4.1, the buckling value results in:

k_{σ} = 4

Formula 3

According to [2], 4.4 (2), the buckling slenderness results in:

{\bar{λ}}_{p} = \frac{b_{p} / t}{28.4 \cdot ε \cdot \sqrt{k_{σ}}} = \frac{111.56 / 2}{28.4 \cdot 0.814 \cdot \sqrt{4}} = 1.207

{\bar{λ}}_{p} = 1.207 \geq 0.5 \sqrt{0.085 - 0.055 \cdot ψ} = 0.5 \sqrt{0.085 - 0.055 \cdot 1} = 0.673

Formula 7

The slenderness ratio is greater than the limit value 0.673 according to [2], 4.4 (2). Thus, a reduction is required.

According to [2], 4.4 (2), the reduction factor results in:

ρ = \frac{{\bar{λ}}_{p} - 0.055 \cdot (3 ψ)}{{\bar{λ}}_{p}^{2}} = \frac{1.207 - 0.055 \cdot (3 1)}{1 . 207^{2}} = 0.678 \leq 1

Formula 8

According to [2], Table 4.1, the effective flange width results in:

b_{eff} = ρ \cdot b_{p} = 0.678 \cdot 111.56 = 75.6 mm

b_{e 1} = b_{e 2} = 0.5 \cdot b_{eff} = 0.5 \cdot 75.6 = 37.79 mm

Formula 9

Edge stiffness:

According to [1], 5.5.3.2 (5), the buckling value results in:

\frac{b_{p, c}}{b_{p}} = \frac{21.78}{111.56} = 0.195 \leq 0.35

k_{σ} = 0.5

Formula 10

According to [2], 4.4 (2), the buckling slenderness results in:

{\bar{λ}}_{p} = \frac{b_{p, c} / t}{28.4 \cdot ε \cdot \sqrt{k_{σ}}} = \frac{21.78 / 2}{28.4 \cdot 0.814 \cdot \sqrt{0.5}} = 0.666

{\bar{λ}}_{p} = 0.666 \leq 0.748

Formula 11

The slenderness ratio is smaller than the limit value 0.748 according to [1], 4.4 (2). Thus, no reduction is necessary, that is: ρ = 1.0.

According to [1], Eq. 5.13a, the first approach of the effective width results in:

c_{eff} = ρ \cdot b_{p, c} = 1.0 \cdot 21.78 = 21.78 mm

Formula 12

In the second step, the reduction factor for the shape instability of the cross-section is determined using the effective first approach for the cross-section, taking into account the elastic translation spring.

The effective cross-section values of the edge stiffening are calculated with SHAPE-THIN. The edge stiffness is shown in Figure 04.

Effective Edge Stiffness

A_s = 122.58 mm²
I_s = 7,130 mm⁴
z_s = 13.88 mm

The spring stiffness K of the edge stiffness is determined on the basis of a structural analysis for the entire cross-section. For this purpose, a unit distance load u, acting in the centroid of the effective stiffener, is applied to the cross-section, and the corresponding deformation δ of the stiffener is calculated. For a rectangular cross-section w/h = t/t = 2/2 mm, the deformation results in δ = 3.02 mm (Figure 05).

Determination of Spring Stiffness

The spring stiffness per unit length K can be calculated according to [1], Eq. 5.9 as follows:

K = \frac{u}{δ} = \frac{1}{3.02 \cdot 2} = 0.166 N / {mm}^{2}

Formula 13

According to [1], Eq. 5.15, the critical stress of the edge stiffness results in:

σ_{cr, s} = \frac{2 \cdot \sqrt{K \cdot E \cdot I_{s}}}{A_{s}} = \frac{2 \cdot \sqrt{0.166 \cdot 210, 000 \cdot 7, 130}}{122.58} = 257 N / {mm}^{2}

Formula 14

According to [1], Eq. 5.12d, the related slenderness ratio results in:

{\bar{λ}}_{d} = \sqrt{\frac{f_{yb}}{σ_{cr, s}}} = \sqrt{\frac{355}{257}} = 1.176 \{\begin{cases} > 0.65 \\ < 1.38 \end{cases}

Formula 15

According to [1], 5.5.3.1 (7), the reduction coefficient for the shape instability is calculated as follows:

χ_{d} = 1.47 - 0.723 \cdot {\bar{λ}}_{d} = 1.47 - 0.723 \cdot 1.176 = 0.62

Formula 16

According to [1], Eq. 5.17, the reduced effective cross-sectional area of the edge stiffness is obtained, taking into account the flexural buckling:

A_{s, red} = χ_{d} \cdot A_{s} \cdot \frac{f_{yb} / γ_{M 0}}{σ_{com, Ed}} = 0.62 \cdot 122.58 \cdot 1.0 = 76.01 {mm}^{2}

Formula 17

Effective cross-section properties under pure compression:

The cross-section can be optimized by means of an iterative calculation. For two iterations, it results in the following effective cross-section values:

Area A_eff = 4.62 cm²
Centroidal distance from web z_s,eff = 42.18 mm
Centroidal displacement e_N,y = z_s – z_s,eff = 8.78 mm

Determining the Effective Cross-Section Under Pure Bending Stress

Web:

The web is subjected to tension and is thus fully effective.

Flange with edge stiffener:

In the first step, the first approach for the effective cross-section of the stiffener is determined with the assumption that the edge stiffness acts as a rigid support and that σ_com,Ed = f_yb / γ_M0.

Flange:

According to [2], Table 4.1, the buckling value results in:

ψ = \frac{σ_{2}}{σ_{1}} = \frac{- 253.1}{336.2} = - 0.753

k_{σ} = 7.81 - 6.29 \cdot ψ 9.78 \cdot ψ^{2} = 7.81 - 6.29 \cdot (- 0.753) 9.78 \cdot {(- 0.753)}^{2} = 18.08

Formula 18

According to [2], 4.4 (2), the buckling slenderness results in:

{\bar{λ}}_{p} = \frac{b_{p} / t}{28.4 \cdot ε \cdot \sqrt{k_{σ}}} = \frac{111.56 / 2}{28.4 \cdot 0.814 \cdot \sqrt{18.08}} = 0.568

{\bar{λ}}_{p} = 0.568 \geq 0.5 \sqrt{0.085 - 0.055 \cdot ψ} = 0.5 \sqrt{0.085 - 0.055 \cdot (- 0.753)} = 0.856

Formula 19

The slenderness ratio is smaller than the limit value 0.856 according to [2], 4.4(2). Thus, no reduction is required.

According to [2], Table 4.1, the effective widths result in:

b_{eff} = ρ \cdot b_{p} / (1 - ψ) = 1.0 \cdot 111.56 / (1 0.753) = 63.65 mm

b_{e 1} = 0.4 \cdot b_{eff} = 0.4 \cdot 63.65 = 25.46 mm

b_{e 2} = 0.6 \cdot b_{eff} = 0.6 \cdot 63.65 = 38.19 mm

Formula 20

Edge stiffness:

According to [1], 5.5.3.2 (5), the buckling value results in:

\frac{b_{p, c}}{b_{p}} = \frac{21.78}{111.56} = 0.195 \leq 0.35

k_{σ} = 0.5

Formula 10

According to [2], 4.4 (2), the buckling slenderness results in:

{\bar{λ}}_{p} = \frac{b_{p, c} / t}{28.4 \cdot ε \cdot \sqrt{k_{σ}}} = \frac{21.78 / 2}{28.4 \cdot 0.814 \cdot \sqrt{0.5}} = 0.666

{\bar{λ}}_{p} = 0.666 \leq 0.748

Formula 11

The slenderness ratio is smaller than the limit value 0.748 according to [1], 4.4 (2). Thus, no reduction is necessary, that is: ρ = 1.0.

According to [1], Eq. 5.13a, the first approach of the effective width results in:

c_{eff} = ρ \cdot b_{p, c} = 1.0 \cdot 21.78 = 21.78 mm

Formula 12

In the second step, the reduction factor for the shape instability of the cross-section is determined by using the effective first approach for the cross-section, taking into account the elastic translation spring.

The effective cross-section values of the edge stiffening are calculated with SHAPE-THIN. The edge stiffness is shown in Figure 06.

Effective Stiffening of Cross-Section

A_s = 97.92 mm²
I_s = 6,271 mm⁴
z_s = 8.59 mm

The spring stiffness K of the edge stiffness is determined on the basis of a structural analysis for the entire cross-section. For this purpose, a unit distance load u, acting in the centroid of the effective stiffener, is applied to the cross-section and the corresponding deformation δ of the stiffener is calculated. For a rectangular cross-section w/h = t/t = 2/2 mm, the deformation results in δ = 3.4 mm (Figure 07).

Determination of Spring Stiffness

The spring stiffness per unit length K can be calculated according to [1], Eq. 5.9 as follows:

K = \frac{u}{δ} = \frac{1}{3, 4 \cdot 2} = 0.146 N / {mm}^{2}

Formula 21

According to [1], Eq. 5.15, the critical stress of the edge stiffness results in:

σ_{cr, s} = \frac{2 \cdot \sqrt{K \cdot E \cdot I_{s}}}{A_{s}} = \frac{2 \cdot \sqrt{0.146 \cdot 210, 000 \cdot 6, 271}}{97.92} = 283 N / {mm}^{2}

Formula 22

According to [1], Eq. 5.12d, the related slenderness ratio results in:

{\bar{λ}}_{d} = \sqrt{\frac{f_{yb}}{σ_{cr, s}}} = \sqrt{\frac{355}{283}} = 1.120 \{\begin{cases} > 0.65 \\ < 1.38 \end{cases}

Formula 23

According to [1], 5.5.3.1 (7), the reduction coefficient for the shape instability is calculated as follows:

χ_{d} = 1.47 - 0.723 \cdot {\bar{λ}}_{d} = 1.47 - 0.723 \cdot 1.120 = 0.66

Formula 24

According to [1], Eq. 5.17, the reduced effective cross-sectional area of the edge stiffness is obtained taking into account the flexural buckling:

A_{s, red} = χ_{d} \cdot A_{s} \cdot \frac{f_{yb} / γ_{M 0}}{σ_{com, Ed}} = 0, 66 \cdot 97, 92 \cdot \frac{355 / 1, 0}{312, 2} = 73, 82 {mm}^{2}

Formula 25

Effective cross-section properties under pure bending stress:

All the cross-section parts are fully effective, so iteration is not necessary.

Area A_eff = 6.86 cm²
Section modulus W_{eff, y} = 17.01 cm³

Cross-Section Design of Combined Loading Due to Compression and Bending

The resistance to pure compression is calculated according to [1], 6.1.3 (1) as follows:

N_{c, Rd} = A_{eff} \cdot \frac{f_{yb}}{γ_{M 0}} = 4.62 \cdot \frac{35.5}{1} = 164.16 kN

Formula 26

The resistance to pure bending is calculated according to [1], 6.1.4.1 (1) as follows:

M_{cy, Rd, com} = W_{eff, y} \cdot \frac{f_{yb}}{γ_{M 0}} = 17.01 \cdot \frac{35.5}{1} = 6.04 kNm

Formula 27

The additional moment resulting from the shift of the centroid is determined according to [1], 6.1.9 (2) as follows:

∆ M_{y, Ed} = N_{Ed} \cdot e_{Ny} = 130 \cdot 8.78 \cdot 10^{- 3} = 1.14 kNm

Formula 28

According to [1], 6.1.9 (1), the design for combined loading from compression and bending results in:

\frac{N_{Ed}}{N_{c, Rd}} \frac{∆ M_{y, Ed}}{M_{cy, Rd, com}} = \frac{130}{164.16} \frac{1.14}{6.04} = 0.98 \leq 1

Formula 29

The design is thus performed.

Modeling a Cold-Formed C-Section in SHAPE-THIN

General cold-formed sections can be modeled in SHAPE-THIN. In the general data, activate the "c/t parts and effective cross-section properties" check box (Figure 08).

General Data

Then, select the "EN 1993-1-3 (Cold-formed cross-section)" option in the "c/t-parts and effective cross-section" tab (Figure 09) of the Calculation Parameters dialog box.

The effective cross-section must be determined separately for pure compression and pure bending. Therefore, select the "Neglect additional bending moments due to the shift of the centroid of the effective cross-section" check box.

We have calculated with two iterations in the example, so two iterations are also set in SHAPE-THIN.

The geometric conditions mentioned in [2], 5.2 for the applicability of the standard can be optionally checked. To do this, select the corresponding check boxes.

Calculation Parameters

The elements of the cross-section have to be entered first. The notional flat widths are usually generated automatically from the geometry conditions, but can also be created as user-defined in Table "1.7 Notional Flat Widths According to EN 1993-1-3" (Figure 10) or in the corresponding dialog box.

Table 1.8 Stiffeners

The stiffeners can then be defined in Table "1.8 Stiffeners" or in the corresponding dialog box (Figure 11).

Table 1.9 Panels

Furthermore, the buckling panel must be specified in Table "1.9 Panels" (Figure 12) or in the corresponding dialog box. To do this, select the elements of the buckling panel. The stiffeners located in the stiffened panel are identified automatically.

Table 2.1 Load Cases

Additionally, a load case for compression force and bending is created in Table "2.1 Load Cases" (Figure 13).

Table 3.1 Internal Forces

Then, enter the internal forces in Table "3.1 Internal Forces" or in the corresponding dialog box (Figure 14).

Effective Cross-Section Properties

The results of the effective cross-section are available with the "Effective Parts" button (Figure 15).

General Data

Cross-Section Design of Cold-Formed C-Section in RF-/STEEL Cold-Formed Sections

Cold-formed sections can be designed according to [1] and [2] with the RF-/STEEL Cold-Formed Sections add-on module.

In the General Data, you must first select the member and load case to be designed. "CEN" is selected as the National Annex (Figure 16).

Parameters of National Annex

You can see and, if necessary, adjust the parameters of the National Annex in the "Cold-Formed (EN 1993-1-3)" tab of the corresponding window (Figure 17).

Details, Cold-Formed Sections Tab

In the Detail settings, activate the design check for cold-formed sections in the "Cold-Formed" tab (Figure 18).

Details, Stability Tab

Only the cross-section design should be performed. Therefore, the "Perform stability analysis" check box in the "Stability" tab of the detail settings must be deactivated (Figure 19).

Figure 20 - Results

After the calculation, the corresponding output tables show, among other things, effective cross-section properties due to axial force N, bending moment M_y, bending moment M_z, internal forces, and the entire design (Figure 20).

Table 1.7 Notional Flat Widths | EN 1993-1-3

Author

Ms. von Bloh provides technical support for our customers and is responsible for the development of the SHAPE‑THIN program as well as steel and aluminum structures.

Links

References

Eurocode 3: Bemessung und Konstruktion von Stahlbauten – Teil 1-3: Allgemeine Regeln - Ergänzende Regeln für kaltgeformte Bauteile und Bleche. Beuth Verlag GmbH, Berlin, 2010
EC 3. (2009). Eurocode 3: Design of Steel Structures – Part 1-5: Plattenförmige Bauteile. Beuth Verlag GmbH, Berlin, 2010.
Kuhlmann, U.: Stahlbau-Kalender 2009 - Stabilität, Membrantragwerke. Berlin: Ernst & Sohn, 2009

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Form-Finding for RFEM 6

Add-On

The Form-Finding add-on finds the optimal shape of members subjected to axial forces and tension-loaded surface models. The shape is determined by the equilibrium between the member axial force or the membrane stress and the existing boundary conditions.

Price of First License 2,060.00 USD

RFEM 6 | Dynamic Analysis

Modal Analysis for RFEM 6

Add-On

The Modal Analysis add-on allows for the calculation of eigenvalues, natural frequencies, and natural periods for member, surface, and solid models.

Price of First License 1,210.00 USD

RFEM 6 | Dynamic Analysis

Pushover Analysis for RFEM 6

Add-On

Using the Pushover Analysis add-on, you can analyze the seismic actions on a particular building, and thus assess whether the building can withstand an earthquake.

Price of First License 1,300.00 USD

RFEM 6 | Special Solutions

Building Model for RFEM 6

Add-On

The Building Model add-on for RFEM allows you to define and manipulate a building using stories. The stories can be adjusted in many ways afterwards. The information about stories and the entire model (center of gravity) is displayed in tables and graphics.

Price of First License 1,660.00 USD

RFEM 6 | Design

Stress-Strain Analysis for RFEM 6

Add-On

The Stress-Strain Analysis add-on performs general stress analysis by calculating the existing stresses and comparing them with the limit stresses.

Price of First License 1,210.00 USD

RSTAB 9 | Main Program RSTAB 9

RSTAB 9

Structural Frame and Truss Analysis Software

Main Program

The modern 3D structural analysis and design program is suitable for the structural and dynamic analysis of beam structures as well as the design of concrete, steel, timber, and other materials.

Price of First License 2,910.00 USD

RSTAB 9 | Design

Steel Design for RSTAB 9

Add-On

The Steel Design add-on performs the ultimate and serviceability limit state design checks of steel members according to various standards.

Price of First License 2,550.00 USD

RSTAB 9 | Additional Analysis

Structure Stability for RSTAB 9

Add-On

The Structure Stability add-on performs the stability analysis of structures. It determines critical load factors and the corresponding stability modes.

Price of First License 1,300.00 USD

RSTAB 9 | Design

Stress-Strain Analysis for RSTAB 9

Add-On

The Stress-Strain Analysis add-on performs a general stress analysis by calculating the existing stresses and comparing them to the limit stresses.

Price of First License 1,120.00 USD

RSTAB 9 | Additional Analysis

Torsional Warping (7 DOF) for RSTAB 9

Add-On

The Torsional Warping (7 DOF) add-on allows for considering cross-section warping as an additional degree of freedom when calculating members.

Price of First License 1,480.00 USD

RSTAB 9 | Dynamic Analysis

Modal Analysis for RSTAB 9

Add-On

The Modal Analysis add-on allows for the calculation of eigenvalues, natural frequencies, and natural periods for member, surface, and solid models.

Price of First License 1,210.00 USD

RSTAB 9 | Dynamic Analysis

Pushover Analysis for RSTAB 9

Add-On

Earthquakes may have a significant impact on the deformation behavior of buildings. A pushover analysis allows you to analyze the deformation behavior of buildings and compare them with seismic actions. Using the Pushover Analysis add-on, you can analyze the seismic actions on a particular building, and thus assess whether the building can withstand the earthquake.

Price of First License 1,300.00 USD

RFEM 6 | Special Solutions

Multilayer Surfaces (e.g. Laminate, CLT) for RFEM 6

Add-On

The Multilayer Surfaces add-on allows you to define multilayer surface structures. The calculation can be carried out with or without the shear coupling.

Price of First License 1,300.00 USD

RFEM 6 | Special Solutions

Optimization & Cost / CO2 Emission Estimation for RFEM 6

3D Model of the Vocational School in RFEM (© Eggers Tragwerksplanung GmbH)

Add-On

The two-part Optimization & Costs / CO2 Emission Estimation add-on finds suitable parameters for parameterized models and blocks via the artificial intelligence (AI) technique of particle swarm optimization (PSO) for compliance with common optimization criteria. Furthermore, this add-on estimates the model costs or CO2 emissions by specifying unit costs or emissions per material definition for the structural model.

Price of First License 1,480.00 USD

RFEM 6 | Design

Concrete Design for RFEM 6

Add-On

The Concrete Design add-on allows for various design checks according to international standards. You can design members, surfaces, and columns, as well as perform punching and deformation analyses.

Price of First License 2,550.00 USD

RFEM 6 | Design

Timber Design for RFEM 6

Add-On

The Timber Design add-on performs the ultimate, serviceability, and fire resistance limit state design checks of timber members according to various standards.

Price of First License 1,930.00 USD

RFEM 6 | Design

Masonry Design for RFEM 6

Add-On

The Masonry Design add-on for RFEM allows you to design masonry using the finite element method. It was developed as part of the research project titled DDMaS – Digitizing the Design of Masonry Structures. The material model represents the nonlinear behavior of the brick-mortar combination in the form of macro-modeling.

Price of First License 1,660.00 USD

RFEM 6 | Design

Aluminum Design for RFEM 6

Add-On

The Aluminum Design add-on performs the ultimate and serviceability limit state design checks of aluminum members according to various standards.

Price of First License 1,750.00 USD

RSTAB 9 | Special Solutions

Optimization & Cost / CO2 Emission Estimation for RSTAB 9

Add-On

Price of First License 1,480.00 USD

RSTAB 9 | Design

Concrete Design for RSTAB 9

Add-On

Concrete Design add-on allows for various design checks of members and columns according to international standards.

Price of First License 2,550.00 USD

RSTAB 9 | Design

Timber Design for RSTAB 9

Add-On

The Timber Design add-on performs the ultimate, serviceability, and fire resistance limit state design checks of timber members according to various standards.

Price of First License 1,930.00 USD

RSTAB 9 | Design

Aluminum Design for RSTAB 9

Add-On

The Aluminum Design add-on performs the ultimate and serviceability limit state design checks of aluminum members according to various standards.

Price of First License 1,750.00 USD

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