Worked examples for Cross section analysis and design software

Software for civil engineers
Cross Section Analysis & Design
Worked Examples

Cross Section Analysis & Design Worked examples
http://www.engissol.com/cross-section-analysis-design.html 2
Contents
Introduction .............................................................................................................................3
Example 1 Reinforcement design of a beam section...............................................................4
Example 2 Reinforcement design of a beam section with rebar size constraints ..................18
Example 3 Moment vs. Curvature Curve for specific axial force levels..................................23
Example 4 Moment vs. Curvature Curve for specific reinforcement ratios ...........................33
Example 5 Control of concrete cracking: Estimation of the stress at reinforcement
(Serviceability Limit State)......................................................................................................41
Example 6 Control of concrete cracking: Estimate the stress at reinforcement (Serviceability
Limit State) considering concrete tensile strength and using a parabolic concrete curve......46
Example 7 Control of concrete cracking by reducing the maximum reinforcement stress ...49
Example 8 Reinforcement design for both Ultimate and Serviceability Limit States .............53
Example 9 Check of user-defined reinforcement pattern in a composite cross section of a
column ...................................................................................................................................59
Example 10 Creation of interaction diagram for a composite cross section of a column......76
Example 11 Cross sectional properties of a built-up steel section.........................................86
Example 12 Creation of interaction diagram for a built-up steel section ............................100
Example 13 Estimation of maximum and minimum developed stresses on a built-up steel
section under given external loads.......................................................................................108
Example 14 Check of a timber cross section........................................................................114
Example 15 Steel jacketing for improvement of column strength and ductility..................126

November 2012
Introduction
Thank you for using ENGISSOL products. Our experienced scientific team can assure you that
you will be provided with a robust, powerful and reliable application of high standards and
guaranteed accurate results, regarding the analysis and design of any cross section (generic,
built up of one or more geometric entities, composite etc.). ENGISSOL’s know-how with
respect to engineering application development is incomparable, a fact that is proven by
thousands of satisfied end-users around the world.
Cross Section Analysis & Design performs all cross section calculation tasks. Among the
program’s capabilities are the calculation and illustration of Moment vs. Curvature graphs,
interaction surfaces, stain distributions as well as stress contour plots. Moreover,
reinforcement check or design options are also supported. The application fully complies
with all major codes for reinforced concrete sections (AASHTO, UBC, AS 3600, IS 456, ACI
318, BS 8110, CSA A233, EC2, NZS 3101 and CP 65) but can also handle other user-defined
materials (linear, bilinear, trilinear, parabolic or fully customized materials by providing a
stress/strain curve).
Cross Section Analysis & Design covers efficiently a design engineer’s everyday needs due to
the program’s simplicity and the wide range of supported cases.
This document contains a series of worked examples for Cross Section Analysis & Design
which can be found in the application using the File -> Open sample project menu item. We
have tried to include characteristic examples from an extended range of common cases in
the field of concrete, steel and composite structures.
At ENGISSOL we are always looking for feedback on how to improve our products. You can
contact us at engissol@engissol.com.

Example 1
Reinforcement design of a beam section
Data
The bottom required reinforcement of a beam section 25 cm x 60 cm is to be estimated. Top
reinforcement is 3ø12. Extra side reinforcement is 2ø12. Top and side reinforcement bars
are constant and do not need to be designed.
Regulation: ACI 318
Concrete (cylinder) strength: 25 MPa
Yield stress of reinforcement steel: 500 MPa
Reinforcement cover to rebar center: 4 cm
Tensile concrete strength is ignored.
Stirrup type: Tied
Frame type: Intermediate
All remaining data (concrete stress block, φ reduction factors, other coefficients etc.) to be
taken according to ACI 318.
Load cases
lc1: N = 0 My = -250 kNm Mz = 0
lc2: N = 0 My = 20 kNm Mz = 0
lc3: N = 15 kN My = -45 kNm Mz = 0
lc4: N = -7 kN My = -65 kNm Mz = 0

Solution with Cross Section Analysis & Design
First of all define the corresponding Reinforced Concrete Code, by clicking on the Project ->
Reinforced Concrete Code menu item.
Selection of Reinforced Concrete Code
Selection of ACI 318 regulation and definition of Stirrup type (Tied) and Frame type (Ordinary,
Intermediate)
Since the examined section does not belong to a column, we can select the “User values”
option in the Reinforcement ratio limits box. We set a minimum ratio equal to 1.5‰ and
keep the maximum value to 4%. Since the program is intended to handle generic cross
sections, you should review the limits for reinforcement ratios, as they can differ depending
on the frame elements which the examined section is assigned to. But in case of columns,
you can keep the option “Default by code for columns”.

Definition of material properties
Next, we are going to specify the material properties.
Concrete can be specified by selecting Materials -> Concrete
The Default Concrete material can be overridden by changing its properties, as shown in the
form below.
Value “Concrete strength” has been set equal to 25 MPa. The concrete is not assumed
confined and the elasticity modulus is to be calculated according to ACI 318, so we do not

need to change anything else. The concrete defined here is now accessible through the
name “C25”. Alternatively we could click the “Add new” button in order to define a new
concrete material.
The reinforcement can respectively be defined from the Material -> Reinforcement menu
item.
We modify the Default Reinforcement material by specifying a new name (S500) and a yield
stress of 500 MPa.

Drawing the geometry
We are now ready to draw the geometry of the cross section, by clicking the Draw ->
Rectangle using dimensions. The center point of the rectangular section can be inserted by
entering its coordinates (0,0) and then clicking the button, or just by clicking on the point
(0,0) with the mouse. Then the Length and Width values should be set to 0.25 and 0.60
respectively. Finally, the C25 concrete should be selected for the rectangle we are drawing.
After we have clicked the “OK” button, the rectangle is shown in the drawing area.

Before drawing the rebars, we have to make sure that a proper rebar set is available for the
design. This can be checked by selecting Project -> Available Rebars.
The rebars shown above are available in the project. This means that we can draw rebars of
these diameters and additionally the program will only choose from these rebar sizes when
performing a reinforcement design.
So, we can now draw the reinforcement bars by clicking on the Draw -> Rebar Line menu
item.

We can enter a value (0.04 m) for the reinforcement cover to the rebar center in the field,
which becomes active when inserting reinforcement bars, as shown below. The program
automatically draws help lines at the specified distance from the concrete rectangle edges
and enables mouse snapping at their intersections.
To draw the bottom rebars, we click on both green circles successively.
Start and end point coordinates have been automatically filled in the corresponding form.
The remaining properties of the bottom reinforcement can be specified, by selecting a rebar
count (4), a material (S500) and a reinforcement size (ø20).

Note: The specified reinforcement (ø20) is not important at this point, since their diameter
will be calculated by the program automatically and the required rebar will be assigned to
them during the design procedure.
After clicking the “OK” button, the lower rebars are shown in the drawing area.
We take the same steps in order to draw the top rebars. After clicking on the top points, we
can define the corresponding properties, as below.
Note that the rebar count is now set to 3 and the reinforcement size is ø12. Moreover, the
option “Constant size for design” has been selected, so that the rebar sizes will not change

during the design. After clicking the “OK” button, we can continue to draw the side
reinforcement bars.
The rebar count is now set to 2 and both s1, s2 distances to 0.15 m. The option “Constant
size for design” is still enabled since we do not want these rebars to be re-dimensioned.
In order to draw the side reinforcement bars on the right, we can take advantage of the
replicate option.

First of all, we click on the reinforcement line that has been defined before in order to select
it.
The line appears now thicker with its related dimensions, which informs us that it is selected.
In order to replicate it to the right side (16 cm to the right), we click on Edit -> Replicate
menu item and on the “Linear” tab enter a dy distance equal to 0.17 m.
After clicking “OK”, the side reinforcement on the right is shown correctly.

Note that the rebars have automatically been numbered. When referring to specific rebars
(for example when reporting the reinforcement forces), these numbers will be used.

Review of Analysis Parameters
We need to specify the corresponding Analysis Parameters set by clicking Analysis ->
Analysis Parameters. We will use the default “ULS” set. All parameters related to ACI 318
code can be found in this form. The concrete stress block is rectangular according to ACI 318,
the tensile resistance of concrete is ignored and all remaining data have the default values
according to the code. You can override these values by modifying any of the fields of the
form.

Definition of load cases
The load cases can be selected by clicking on the Analysis -> Reinforcement design -> Load
cases menu item. The 4 load cases can be entered in the corresponding table. A new load
case can be inserted by clicking the button. We make sure that the assigned Analysis
Parameters set to each load case is ULS.
Carry out the design
We just click Analysis -> Reinforcement design -> Analyze, to perform the reinforcement
design procedure.
The program asks if it should assign the calculated rebars to the existing ones. We click on
“Yes”.
Results
The results can be obtained from the Analysis -> Reinforcement design -> Show results menu
item.
As we can see, the cross section is adequate and the bottom rebars have been chosen to be
ø18. Remaining rebars (top and side reinforcement) did not change (ø12), as we previously
checked the “Constant size for design” option. Furthermore, the calculated rebars have been
assigned to the reinforcement bars we provided in the beginning.

Note: The program has calculated the required rebar sizes so that the provided
reinforcement ratio lies between the limits specified in the Reinforced Concrete Regulation
form.

Example 2
Reinforcement design of a beam section with rebar size
constraints
Data
In this example, we are going to see how rebar size constraints can be used for designing
reinforced concrete cross sections, so that the calculated rebars have a predefined area
proportion, as shown in the picture below. The used cross section is similar to that defined
in Example 1.
Demonstration of area constraint between rebars
Let’s assume the following constraint: The area of each rebar 1, 2, 3 and 4 to the area of 7, 8
or 9 should be equal to 1.5. We suppose that side rebars are constant ø12, as in Example 1.
Load cases
Same to these defined in Example 1.
Rebars 7, 8, 9
Rebars 1, 2, 3, 4
Example of constraint:
Area of rebars 1,2,3,4 = 1.5 x Area of rebars 7,8,9
Constant size ø12,
as in Example 1

Opening a file from disk
First of all we click on the File menu and select Open in order to open the file we created in
Example 1.
Unlock the model
Afterwards, if the model is locked, we click on Edit -> Unlock model, in order to modify the
geometry of the cross section.
In the popup window, we choose Yes to unlock the model.

Application of constraints
Next, we move the mouse over the reinforcement line at the top rebars (7, 8, 9) till the
“rebar line” text appears.
After right-clicking, we select “Properties” from the menu, in order to view the properties of
the top rebars.

In the corresponding form, we make sure that the option “Constant size for design” is
unchecked and the “Grow factor” value is set to 1 and finally click OK.
Proceeding respectively for the bottom rebars, we set the “Grow factor” value to 1.5.
Note that the selected Reinforcement values are not important, since the reinforcement
bars will be designed by the program.

Carry out the design
We just click Analysis -> Reinforcement design -> Analyze, to perform the reinforcement
design procedure, as in Example 1.
The program asks if it should assign the calculated rebars to the existing ones. We click on
“Yes”.
Results
item.
As we can see, the cross section is adequate and the bottom rebars have been chosen to be
ø18. Top rebars are now of size ø14. But the calculated required area for reinforcement bars
1 to 4 and 7 to 9 conforms to the applied constraint, since 2.2966 cm2
= 1.5 x 1.5311 cm2
.
Remaining rebars (side reinforcement) did not change (ø12), as their “Constant size for
design” option has been checked (in Example 1).
Note: The program has calculated the required rebar sizes so that the provided
reinforcement ratio lies between the limits specified in the Reinforced Concrete Regulation
form and also the applied constraint is valid. Furthermore, it should be noticed, that the
constraint may not be precisely valid for the placed rebar areas as well, since the program
chooses rebars from the available ones in project (Project -> Available Rebars menu item)
under the condition that their area is greater than the required one.
Validation of applied constraint:
2.2966 cm2
= 1.5 x 1.5311 cm2

Example 3
Moment vs. Curvature Curve for specific axial force levels
Data
The creation of Moments vs. Curvature curves using Cross Section Analysis & Design will be
demonstrated in this example. The used cross section is similar to that defined in Example 2.
Geometry of cross section
Moment vs. Curvature diagrams data
The Moment vs. Curvature diagram for bending about Y axis is requested for the following
axial force values:
 N = -1000 kN (compressive)
 N = -500 kN (compressive)
 N = 0 (no axial force)

Example 1.
Unlock the model

Review Analysis Parameters
We click on Analysis -> Analysis Parameters menu item to view the existing Analysis
Parameters sets. In the “ULS” set, the concrete stress distribution is chosen to be
rectangular, which only applies to ultimate limit states and it has to be changed since the
Moment vs. Curvature curve will be created for all possible stress states of the section, from
the unstressed one to its failure.
Thus, we choose a Parabolic-Linear stress strain - curve for concrete compressive parts. All
remaining values (factors, strains etc.) are now set according to ACI 318 regulation. By
clicking OK the form is closed.

The load cases for Moment vs. Curvature analysis can be selected by clicking on the Analysis
-> Moment Curvature -> Load cases menu item. By clicking the button we can add a new
load case. The Moment curvature type is set to “Moment about y”, the Custom Angle
(coordinate system rotation) is left to 0 and the Analysis Parameters item is changed to
“ULS” so that we can use the parameters defined previously.
In order to use specific axial forces for the analysis, we click on “Options” button and in the
form that shows, we select the option “Alternate Axial Force”.

Next we enter the axial force values successively in the corresponding field at the top right
corner of the form and click the “Add” button, so that all axial forces have been filled, as
shown below.
We can also define the slope of the second branch of the equivalent bilinearized curve here,
but we keep this value equal to 0. This means that the calculated bilinearized curve will be
elastic-fully plastic. We click OK to close the form.
Carry out the analysis
We just click Analysis -> Moment Curvature -> Analyze, to perform the Moment Curvature
analysis.

Results
The results can be obtained from the Analysis -> Moment Curvature -> Show results menu
item.
The Moments vs. Curvature diagrams for the three specified axial force levels are shown in
the form. We note that the equivalent bilinearized curves (same color, but dashed) have also
been calculated. These can disappear by unchecking the “Show equivalent bilinearized
curve”.

The color of each curve can be controlled from the corresponding “Color” box after selecting
the curve to modify by its axial force level.

Section stress distribution for a specified point on Moments vs. Curvature curve
Assuming we would like to display the strain distribution and stress contour for a specific
point on the diagram for the curve which refers to axial force level of -1000 kN.
First of all we select this value from the related list as shown in the picture below.
Afterwards we move the mouse over the the graph .

By clicking on “Show strain/stress distribution for current point”, a form is shown, which
represents the following data:
 Neutral axis location
 Strain distribution
 Equivalent force couple
 Stress contour on the cross section area
 Reinforcement forces
 Stress information per material
The form is shown below.
Point to show
View stress info for
specific point

Example 4
Moment vs. Curvature Curve for specific reinforcement ratios
Data
Aforementioned Example 3 will be extended here, in order to have Moment vs. Curvature
diagrams calculated for different reinforcement ratios. The used cross section is similar to
that defined in Example 3.
Moment vs. Curvature diagrams data
The Moment vs. Curvature diagram for bending about Y axis is requested for the following
reinforcement ratio values:
 0.5%
 1.0%
 1.5%
Example 3.

Unlock the model

Definition of a new load case
We click on the Analysis -> Moment Curvature -> Load cases menu item and next on the
button in order to insert a new load case “lc 2”. Load case “lc 2” contains information
regarding the reinforcement ratio levels used for the analysis. We change the Analysis
Parameters to “ULS” and keep the remaining values. Afterwards, the different reinforcement
ratio levels can be defined by clicking on the “Options” button of the “lc 2” row.
On the form following that shows, we choose the “Alternate Reinforcement Ratio” option
and provide the reinforcement ratio values on the list on the right.
We click OK to close the form.

We just click Analysis -> Moment Curvature -> Analyze, to perform the Moment Curvature
analysis.
Results
The results can be obtained from the Analysis -> Moment Curvature -> Show results menu
item. On this form, we choose “lc 2” in the Load case list at its top left corner in order to
view the results of the load case defined previously.
The Moments vs. Curvature diagrams for the three specified reinforcement ratio levels are
shown in the form. We note that the equivalent bilinearized curves (same color, but dashed)
have also been calculated. These can disappear by unchecking the “Show equivalent
bilinearized curve” box.

The color of each curve can be controlled from the corresponding “Color” box after selecting
the curve to modify by its reinforcement ratio level.
Note: All reinforcement size constraints are respected when a reinforcement ratio is
calculated. Thus, the side reinforcement bars are constant and bottom reinforcement area is
50% greater of the top ones (as they grow factor has been specified equal to 1.5).

Section stress distribution for a specified point on Moments vs. Curvature curve
Assuming we would like to display the strain distribution and stress contour for a specific
point on the diagram for the curve which refers to reinforcement ratio level of 0.015.
First of all we select this value from the related list as shown in the picture below.
Afterwards we move the mouse over the the graph.

By clicking of “Show strain/stress distribution for current point”, a form is shown, which
represents the following data:
 Reinforcement forces/stresses
The form is shown below.
Point to show
View stress info for
specific point

Example 5
Control of concrete cracking: Estimation of the stress at
reinforcement (Serviceability Limit State)
Data
We will extend the file created in Example 2 in order to calculate the stress at each rebar
under the loads defined below.
As many regulations propose, the effect of cracking can be controlled by considering a
reduced reinforcement stress which is specified by other parameters, such as allowable
crack width, rebar diameters, rebar spacing etc.
The concrete stress/strain curve is assumed to be linear.
Load cases
lc1: N = 0 My = -120 kNm Mz = 0
lc2: N = 0 My = 37 kNm Mz = 0
lc3: N = 20 kN My = -54 kNm Mz = 0
Example 2.

Unlock the model

Analysis Parameters. We will use the default “SLS” set. The concrete stress block is linear
and the corresponding strain values are defined according to ACI 318. Strength reduction
factors φ do not need to be changed since we are performing an analysis in Serviceability
Limit State (stress calculation). The concrete tensile strength is ignored. You can override
these values by modifying any of the fields of the form.

We click on the Analysis -> Deformed configuration -> Load cases menu item and next on the
button in order to insert a new load case under the name “lc 1”. Afterwards we fill the
values for loads and make sure that the “SLS” Analysis Parameters set is enabled. We can
create the remaining load cases lc 2 and lc 3 likewise.
We just click Analysis -> Deformed configuration -> Analyze, to perform the analysis.

Results
The results can be obtained from the Analysis -> Deformed configuration -> Show results
menu item.
On this form, we choose the “lc 1” load case at the top left corner, in order to view the
results related to the first defined load case.
The following data can be found on this form.
 Reinforcement forces/stresses
As we can see, the maximum stress values at reinfordcement are reported as expected for
rebars 1 to 4 (bottom layer reinforement) and have a value of 222.72 MPa.
By the above mentioned way, we can obtain the results for the remaining load cases “lc 2”
and “lc 3” by changing the selected load case item at the top left corner of the results form.

Example 6
Control of concrete cracking: Estimate the stress at
reinforcement (Serviceability Limit State) considering concrete
tensile strength and using a parabolic concrete curve
Data
We will modify the file created in Example 5 in order to re-estimate the reinforcement
stresses, but considering the concrete tensile strength and using a Parabolic-Constant
concrete curve for compression.
Load cases
As defined in Example 5.
Example 5.
Unlock the model

We need to modify the previously created Analysis Parameters set “SLS” by clicking Analysis
-> Analysis Parameters and selecting “SLS” from the list at the top left corner.
Next, we select a Parabolic-Linear stress strain curve for compressive parts of concrete.
Finally, in order to consider the tensile concrete strength, we select the “Linear and Drop to
Zero” option in the tensile concrete data, as shown in the form below.

The load cases do not need to be changed.
Results
Similarly to Example 5, the results can be obtained from the Analysis -> Deformed
configuration -> Show results menu item.
We notice that the stress at rebars 1 to 4 (bottom layer rebars) is now 208.39 MPa for load
case “lc 1”.

Example 7
Control of concrete cracking by reducing the maximum
reinforcement stress
Data
In this example, we will introduce the application of reinforcement stress limits in order to
prevent the cracking of concrete. This option is available in the “Analysis Parameters” form.
So, by applying the corresponding Analysis Parameters set to each analysis, the
corresponding limits will be considered automatically.
In this example we will apply a tensile stress limit of 180 MPa.
Load cases
As defined in Example 5.
Example 6.
Unlock the model

We need to modify the previously created Analysis Parameters set “SLS” by clicking Analysis
-> Analysis Parameters and selecting “SLS” from the list at the top left corner.
At the bottom right corner of the form, we activate the option “Tensile stress limit” and
enter the value 180 MPa.

The load cases do not need to be changed.
Results
Similarly to Example 6, the results can be obtained from the Analysis -> Deformed
configuration -> Show results menu item.
The maximum tensile stress at reinforcement was 208.39 MPa in Example 5, where no
reinforcement limit was applied. For the same loads (lc 1), we can now see that the cross
section is now inadequate.

Cross section is adequate for the remaining load cases, where apparently the developed
reinforcement stresses are smaller than the limit of 180 MPa.
Note: These limits are respected for other analysis types as well (such as Interaction diagram,
Reinforcement design etc.) provided that such stress limits have been applied to the
corresponding Analysis Parameters sets.

Example 8
Reinforcement design for both Ultimate and Serviceability Limit
States
Data
In this example, we will perform a reinforcement design for both Ultimate and Serviceability
Limit States (ULS and SLS). Such procedure is very common when designing reinforced
concrete beams, since both requirements, regarding ultimate strength and cracking due to
service loads should be checked.
Cross Section Analysis & Design can easily handle similar cases by modifying the default
Analysis Parameters sets ULS and SLS. If more design situations should be considered, we
can create new Analysis Parameters sets.
We will start from the file created in Example 7. So materials and section geometry will not
change.
The additional design data are as follows:
Concrete and
Reinforcement data
Ultimate Limit State (ULS)
Serviceability Limit State
(SLS)
Stress/Strain
distribution
of concrete
Compressive
part
Rectangular according to ACI
318
Parabolic-Constant
Tensile part Ignored (no tensile strength)
Yes (consider tensile
resistance)
Reinforcement stress limits No limits (use full strength)
Reduce tensile strength to
220 MPa to limit crack width
Load cases
Moreover, the reinforcement design procedure will take place for the following loads:
Ultimate loads (ULS)
lc1-ULS N = 0 My = -140 kNm Mz = 0
lc2-ULS N = 0 My = 55 kNm Mz = 0
lc3-ULS N = -10 kN My = -44 kNm Mz = 0
Service loads (SLS)
lc1-SLS N = 0 My = 49 kNm Mz = 0
lc2-SLS N = -3 kN My = 24 kNm Mz = 0

Example 7.
Unlock the model

We need to modify the Analysis Parameters sets “ULS” and “SLS” to match with the design
data provided above. This can be done by clicking Analysis -> Analysis Parameters.
First of all, we select “ULS” from the list at the top left corner.
We make sure that the compressive stress strain part of concrete is set to “Default
rectangular by code for ULS”. Moreover, the “No Tension” should be selected for the tensile
part of concrete. The Stress/Strain limits for reinforcement are not changed as shown in
picture above.

Next, we select “SLS” from the list at the top left corner.
According to the given design data, we make sure that a Parabolic-Constant concrete curve
has been selected. The tensile part should have the option “Linear and Drop to Zero”
selected, in order to consider the tensile resistance of concrete. Finally, we have applied a
tensile stress limit for reinforcement equal to 220 MPa.
We notice that the strength reduction factors are in this case equal to 1.0, since the program
automatically adjusts them to be compatible to current design situation SLS. On the other
hand, the default values by ACI 318 were applied for the ULS case. We click ok to close this
form.

We click on the Analysis -> Reinforcement design -> Load cases menu item to enter the load
cases.
First of all, we select all the rows and click the icon to delete them. Afterwards, we enter
the load cases and assign the corresponding Analysis Parameters sets, as shown below.
We just click Analysis -> Reinforcement design -> Analyze, to perform the analysis.

Results
item.
We note that the load case is adequate and we can see the placed reinforcement sizes.
Notice that the most unfavourable load case is lc1-SLS, which refers to Serviceability Limit
State. Although the loads for SLS are smaller than ULS, the reinforcement demand can
apparently be greater, since the reinforcement stress was reduced to 220 MPa.
Furthermore, the reinforcement size constraints applied in Example 2 are considered in this
design as well.
These can be verified for each load case. For instance for lc1-ULS, the needed reinforcement
for rebars 1, 2, 3 and 4 is 0.99 cm2
, whereas the reinforcement demand for rebars 5, 6 and 7
is 0.66 cm2
. The size constraint is valid since 0.99 cm2
= 1.5 x 0.66 cm2
.

Example 9
Check of user-defined reinforcement pattern in a composite
cross section of a column
Data
In this example we are going to create the geometry of a composite cross section, define
rebars and check their capacity according to Eurocode 2.
Regulation: Eurocode 2
Concrete (cylinder) strength: 20 MPa
Yield stress of reinforcement steel: 500 MPa
Reinforcement cover to rebar center: 4 cm
Steel grade: Fe 360
Tensile concrete strength is ignored.
Stirrup type: Tied
All remaining data (safety factors, other coefficients etc.) to be taken according to Eurocode
2.

Load cases
lc1: N = -1000 kN My = 550 kNm Mz = 123
lc2: N = -770 kN My = 140 kNm Mz = -365
Selection of Eurocode 2 regulation
The reinforcement ratio limits are to be calculated according to Eurocode 2, so we keep the
default option checked.

The Default Concrete material can be overridden by changing its properties, as shown in the
form below.
Value “Concrete strength” has been set equal to 20 MPa. The concrete is not assumed
confined and the elasticity modulus is to be calculated according to Eurocode 2, so we do

not need to change anything else. The concrete defined here is now accessible through the
name “C20”. Alternatively we could click the “Add new” button in order to define a new
concrete material.
item.
We modify the Default Reinforcement material by specifying a new name (S500) and a yield
stress of 500 MPa.

Finally we need to define the grade of the steel Fe 360. This steel grade can be imported
from the library of the program by clicking on the Materials -> Import from Library menu
item. From the top list we select “Hot Rolled Steel – European (no hardening)” in order to
view the materials belonging to this collection.
Then, we can select the first row (Fe 360) and click on “Insert selected only” button to use
this material in our project.

Fe 360 steel has been imported in our project. We can view/change its properties by clicking
on it from the list of the main form, as shown in the picture below.
Alternatively, as Fe 360 steel is as bilinear material, it can be edited from the Materials ->
Bilinear Materials menu item.
In this form, the stress/strain curve of Fe 360 hot rolled steel is represented. We do not need
to change anything and click OK.

We are now ready to draw the geometry of the cross section, by clicking the Draw -> Circle
(2Points).
First of all we make sure that material “C20” has been selected in the shown form.
Then, we can specify the center point of the circle by entering its coordinates (0,0) and then
clicking the button, or just by clicking on the point (0,0) with the mouse.
After that we need to define one point on the circle. This can be done by clicking at the point
(0.30,0).

So, the circle is now defined and we can see it in the drawing area.

We can modify its properties by moving the mouse over it, right clicking and selecting
“Properties” from the corresponding menu.
In this way, the “Circle” form is shown and we can view/change its data.

Afterwards, we can insert a hot rolled section from the library by clicking the Draw ->
Standard Section menu item.
In this form, the collections of all sections of the library are represented. In order to insert a
HEA-400 cross section, we select “European steel shapes” from the top list and then we
choose the “HE400A” shape from the list below.
The insertion point of the shape is selected to coincide with its centroid.
The insertion point of the shape
is shown in red and can change
by clicking on other possible
points indicated in blue.

We should not forget to change the material for this section to Fe 360, as illustrated below.
We click OK and see that the steel shape is shown in the main drawing area.

Furthermore, we need to draw the rebars, which will have a circular pattern.
But first let’s see if rebar sizes are defined. We select Project -> Available Rebars.
The rebars shown above are available in the project. This means that we can draw rebars of
these diameters and additionally the program will only choose from these rebar sizes when
performing a reinforcement design.
Now we are ready to draw the reinforcement bars by clicking on the Draw -> Rebar Circle
menu item.

automatically draws help points at the specified distance from the concrete edges and
enables mouse snapping.
To draw the rebars, we click on (0,0) point and then on one of the available green points.

We change the rebar count to 8 and also check that the reinforcement material is “S500”
and choose a rebar size, ø20.
After clicking the “OK” button, the lower rebars are shown in the drawing area.

Analysis Parameters. We will use the default “ULS” set. All parameters related to Eurocode
can be found in this form. The concrete stress block is rectangular according to Eurocode 2
parameters, the tensile resistance of concrete is ignored and all remaining data have the
default values. You can override these values by modifying any of the field of the form.

The load cases can be selected by clicking on the Analysis -> Reinforcement check -> Load
cases menu item. The 2 load cases can be entered in the corresponding table. A new load
case can be inserted by clicking the button. We make sure that the assigned Analysis
Parameters set to each load case is ULS.
Reinforcement check
We just click Analysis -> Reinforcement check -> Analyze, to perform the reinforcement
design procedure.

Results
The results can be obtained from the Analysis -> Reinforcement check -> Show results menu
item.
As we can see, the cross section is adequate for both load cases. This form reports the
placed reinforcement ratio (9.42 ‰) which lies between the allowable limits (2‰ – 4%)
calculated according to Eurocode 2 specifications.

Example 10
Creation of interaction diagram for a composite cross section of
a column
Data
We will use the file created in Example 9 and create the interaction diagram according to
Eurocode 2.
All design data are to be taken from Example 9.
Interaction diagram data
Case 1: Moment about Y axis vs. Moment about Z axis for zero axial force
Case 2: Moment about Y axis vs. Moment about Z axis for axial force values -1000
kN (compression) and 400 kN (tension)
Case 3: Moment about Y axis vs. Axial force for reinforcement ratio values: 0.5%,
1.5% and 2.5%
Example 9.

Unlock the model

We do not need to modify the previously created Analysis Parameters set “ULS”. We can
view the assigned properties by clicking Analysis -> Analysis Parameters and selecting “ULS”
from the list at the top left corner.
We click OK, as we do not need to change anything.

The load cases can be selected by clicking on the Analysis -> Interaction (as per selected R/C
code) -> Load cases menu item.
Case 1
We click on the button to add a new load case. We change the name to “Case 1” and
select “Moment about y – Moment about z” option. The assigned Analysis Parameters set
should be “ULS”.

Case 2
We click on the button to add the next load case and change the name to “Case 2”. We
make sure that the option “Moment about y – Moment about z” is selected and the Analysis
Parameters set is “ULS”. Then we click on “Options” to specify the axial force levels for the
interaction diagram.
On the form above, we select “Alternate Axial Force” in the “Variations” box on the left.
Next, we enter at the top right corner the values -1000 and click on “Add” button. We repeat
this step for the value 400.
In this way we request the interaction diagram to be produced for both specified axial force
levels. We click OK to close the form.

Case 3
As shown before, we click on the button to add the last load case “Case 3”. We make sure
that the option “Axial force - Moment about y” is selected and the Analysis Parameters set is
“ULS”. Then we click on “Options” to specify the reinforcement ratio values for the
We select the “Alternate Reinforcement Ratio” option and provide at the top right corner
the values of 0.005, 0.015 and 0.025.
We click ok to close the form.

The 3 load cases are now defined.
We just click Analysis -> Interaction (as per selected R/C code) -> Analyze, to perform the
analysis.

Results
The requested interaction diagrams can be obtained by clicking click Analysis -> Interaction
(as per selected R/C code) -> Show results.
Interaction diagram for Case 1:
We choose “Case 1” from the list at the top right corner of the form. The interaction diagram
for Moment about Y vs. Moment about Z is shown below.

By choosing “Case 2”, appears the same interaction diagram, but for different axial force
levels.

Respectively, by selecting “Case 3”, we can display the interaction diagram in terms of
Moment about Y vs. Axial force for three different reinforcement ratio values (0.5%, 1.5%
and 2.5%).

Example 11
Cross sectional properties of a built-up steel section
Data
In this example, we will create a built-up steel section and calculate its properties.
Steel grade: A36 Gr.36
Setting Reinforced Concrete Code to None
Since the cross section does not have a concrete part, we can optionally set the Reinforced
Concrete code to “None”, in order to hide all data related to reinforced concrete analysis.
We click on Project -> Reinforced Concrete code menu item and select “None” as below.

The A36 Gr.36 steel grade can be imported from the library of the program by clicking on the
Materials -> Import from Library menu item. From the top list we select “Hot Rolled Steel –
US (no hardening)” in order to view the materials belonging to this collection.

Then, we can select the first row (A36 Gr.36) and click on “Insert selected only” button to
use this material in our project.

A36 Gr.36 steel has been imported in our project. We can view/change its properties by
clicking on it from the list of the main form, as shown in the picture below.
First we will insert a standard wide flange section from the library by clicking the Draw ->
Standard Section menu item. We select the AISC13 library in the form below.

After selecting AISC13 shape family, all sections belonging to it, appear in the list below.
We select a W360X64 cross section.
The insertion point of the shape is selected to coincide with its centroid.
We should not forget to check that the assigned material is A36 Gr.36.
The insertion point of the shape
is shown in red and can change
by clicking on other possible
points indicated in blue.

We click OK and see that the steel shape is shown in the main drawing area.
Next, we will insert a Tee section. We click again on the Draw -> Standard Section menu item
and select the AISC13 library. We click on Tee section type, select WT155X26 and change the
“Place at point” y value to 0.2 m.
Finally we click on “Insert section” button.

Now we need to rotate the Tee 90o
clockwise. This can be done by right clicking on it and
then selecting “Rotate”.

The program asks for the center point of rotation, as the status bar shows.

So we click on point (0.2,-0.15). Then, in order to enter the base point for rotation, we click
on point (0.2,0.1). No we can move the mouse to rotate the cross section interactively.

After aligning it horizontally, we can click anywhere with the mouse to fix the shape in this
position. Following this action, we delete the initial section by right-clicking on it and
selecting “Delete”.

Now we are about to move the Tee section next to the W section.
First, we uncheck the “Snap to grid” option, from the toolbar at the bottom of the screen.
In this way, we disable the “Snap to nodes” function during editing geometry. On the other
hand, the “Snap to points” option should be checked in order to enable snapping to the
remaining characteristic points of the section parts except for the grid points.
In order to move the T section, we right-click on right and select “Move”.

Then we click at the middle point of the Tee web and move it to the middle web point of the
W section, as shown below.

By left-clicking on that point, the T section is fixed in this position.
Next we will mirror the T section about a vertical axis. This can be accomplished by right
clicking on it and choosing “Mirror”.
The program asks for the starting point of the mirror axis (see Status bar). We enable the
snap option again by clicking on the “Snap to grid” item in the lower toolbar and successively
click on points (0,-0.25) and (0,0.25).
The geometry is now defined and the drawing screen should look like this.
Calculate sectional properties
We just click Analysis -> Inertia Data -> Analyze, to have the sectional properties computed.

Results
The calculated data can be found by clicking on Analysis -> Inertia Data -> Show results menu
item.

Example 12
Creation of interaction diagram for a built-up steel section
Data
In this example we will calculate the interaction diagram of the built-up section created in
Example 11.
Interaction diagram data
Case 1: Moment about Y axis vs. Axial force
Case 2: Moment about Y axis vs. Moment about Z axis for axial force values -750 kN
(compression) and 900 kN (tension)
Example 11.

Unlock the model

In order to review the Analysis Parameters, we click on the Analysis -> Analysis Parameters
menu item. The reinforced concrete related parameters are hidden, since no concrete
regulation has been selected. We can select a material from the list on the left and modify
the existing preferences.
We do not change anything and click OK.

We will use the advanced interaction analysis in this example. The other option for
interaction analysis (as per selected R/C code) is available only when a reinforced concrete
code has been specified.
The load cases can be selected by clicking on the Analysis -> Interaction (advanced) -> Load
cases menu item.
Case 1
We click on the button to add a new load case. We change the name to “Case 1” and
select “Axial force - Moment about y” option. The assigned Analysis Parameters set should
be “ULS”.

Case 2
We click on the button to add the next load case and change the name to “Case 2”. We
make sure that the option “Moment about y – Moment about z” is selected and the Analysis
Parameters set is “ULS”. Then we click on “Options” to specify the axial force levels for the
On the above form, we select “Alternate Axial Force” in the “Variations” box on the left.
Next, we enter at the top right corner the values -750 and click on “Add” button. We repeat
this step for the value 900.
In this way we request the interaction diagram to be produced for both specified axial force
levels. We click OK to close the form.

The 2 load cases are now defined.
We just click Analysis -> Interaction (advanced) -> Analyze, to perform the analysis.

Results
(advanced) -> Show results.
We choose “Case 1” from the list at the top right corner of the form. The interaction diagram
for Moment about Y vs. Axial force is shown.

By choosing “Case 2”, the corresponding interaction diagrams in terms of Moment about Y
axis vs. Moment about Z are shown.

Example 13
Estimation of maximum and minimum developed stresses on a
built-up steel section under given external loads
Data
In this example we will calculate the stresses developed in the cross section discussed in
Example 11 and create corresponding stress contours.
The partial safety factor for steel is assumed to be 1.0.
Load cases
lc1: N = 500 kN My = 150 kNm Mz = 100 kNm
lc2: N = 0 My = -250 kNm Mz = 50 kNm
lc3: N = -200 kN My = 0 kNm Mz = -147 kNm
Example 11.
Unlock the model

The partial safety factor of the steel A36 Gr.36 is set to 1, so we do not need to change
anything in the form below. We click OK to close the form.

First we will define the load cases by clicking on the Analysis -> Deformed configuration ->
Load cases menu item.
The load cases can be defined by successively clicking on the button. We have to make
sure that the “ULS” Analysis Parameters set have been assigned to each load case.

Results
(advanced) -> Show results.
Results for load case lc1:
We choose “lc1” from the list at the top right corner of the form. The corresponding strain
distribution and stress contour are shown. Moreover, information about the
maximum/minimum stresses developed on the section can be found on the right.

Respectively, by selecting “lc2”, appears the corresponding information for the second load
case.

case.
As we can see, the maximum stress is developed for load case “lc2” and has a value of
248.21 MPa. The minimum stress is -248.21 MPa for “lc2” as well.
Since this stress is equal to the yield of A36 Gr.36, we can conclude that some parts of the
cross section have entered the plastic region.

Example 14
Check of a timber cross section
Data
In this example, we are about to draw a timber cross section and check its adequacy under
given external loads.
Wood grade: C20 solid wood, according to EN 338
Partial safety factor for solid timber: 1.3
Load cases
lc1: N = 5 kN My = 14 kNm Mz = 0 kNm
lc2: N = 0 My = -15 kNm Mz = 0 kNm
lc3: N = -5 kN My = 4 Mz = 3 kNm

Setting Reinforced Concrete Code to None
Since the cross section does not have a concrete part, we can optionally set the Reinforced
Concrete code to “None”, in order to hide all data related to reinforced concrete analysis.
We click on Project -> Reinforced Concrete code menu item and select “None” as below.
The C20 solid wood grade can be imported from the library of the program by clicking on the
Materials -> Import from Library menu item. From the top list we select “Timber – EN 338
Solid wood” in order to view the materials belonging to this collection.

Then, we can select the property C20 and click on “Insert selected only” button to use this
material in our project.

C20 wood has been imported in our project. We can view/change its properties by clicking
on it from the list of the main form, as shown in the picture below.
First we will draw the web of the Tee section. To do this, we click on Draw -> Rectangle using
dimensions from the top menu.
The center point of the rectangular section can be inserted by entering its coordinates (0,0)
and then clicking the button, or just by clicking on the point (0,0) with the mouse. Then
the Length and Width values should be set to 0.08 and 0.15 respectively. Finally, the
material C20 should be selected for the rectangle we are drawing.

The web should now appear in the drawing area.
Next, we can draw the top flange by using the same command (Draw -> Rectangle using
dimensions).
On the forms that shows, we enter the coordinates of the top flange center (0,0.105) and
click the button. Then we specify the values for length and width and click OK.

The cross section is shown in the drawing screen as follows.
Finally, we repeat the last action to draw the bottom flange.

After clicking OK, we can see the final geometry of the cross section in the drawing area.

In order to review the Analysis Parameters, we click on the Analysis -> Analysis Parameters
menu item. The reinforced concrete related parameters are hidden, since no concrete
regulation has been selected.
While the “ULS” set is active, we select the C20 wood grade from the list on the left and
change the partial safety factor to 1.3 as shown in the picture below.

We will first define the load cases by clicking on the Analysis -> Deformed configuration ->
Load cases menu item.
The load cases can be defined by successively clicking on the button. We have to make
sure that the “ULS” Analysis Parameters set have been assigned to each load case.

Results
The calculated data can be found by clicking on Analysis -> Deformed configuration -> Show
results menu item.
We choose “lc1” from the list at the top right corner of the form. The corresponding strain
distribution and stress contour are shown. Moreover, information about the
maximum/minimum stresses developed on the section can be found on the right.
Design for load case lc1:adequate
Maximum stress: 6.95 MPa at point (0.1,0.135)
Minimum stress: -7.89 MPa at point (-0.075,-0.135)

case.
Maximum stress: 8.43 MPa at point (-0.075,-0.135)
Minimum stress: -7.31 MPa at point (0.1,0.135)

case.
Maximum stress: 6.56 MPa at point (0.1,0.135)
Minimum stress: -5.98 MPa at point (-0.075,-0.135)

Example 15
Steel jacketing for improvement of column strength and
ductility
Data
In this example we are going to assess the behavior of a concrete column, after it is
retrofitted with a 5mm thick metal jacket. So, we will create the Moment vs. Curvature
curves before and after the jacket application.
Concrete grade: C16/20, according to Eurocode 2
Reinforcement grade: S400, according to Eurocode 2
Concrete stress/strain curve: according to Eurocode
Steel jacket grade: Fe 430, according to Eurocode 3 with a safety factor of 1.15
Confinement options for jacketed column
Compressive strength: 21 MPa
Compressive strain at maximum stress: -3‰
Ultimate strain: -7‰

Selection of Eurocode 2 regulation

We click on “From library” button to import an existing concrete material from the database
of the program.
After choosing the European standard, we select the C16/20 material and click the “Insert
selected only” button.

Since the material has been defined, we click OK to close the form.

item. As before, we click the “From library” button to select from the existing predefined
reinforcement materials.
We choose the S400 grade from the European standard and click on “Insert selected only”.

The reinforcement grade S400 is now available in the project.

We are now ready to draw the geometry of the cross section, by clicking the Draw ->
Rectangle using dimensions. The center point of the rectangular section can be inserted by
entering its coordinates (0,0) and then clicking the button, or just by clicking on the point
(0,0) with the mouse. Then the Length and Width values should both be set to 0.40. Finally,
the C16/20 concrete should be selected for the rectangle we are drawing.

After we have clicked the “OK” button, the rectangle is shown in the drawing area.
Before drawing the rebars, we have to make sure that a proper rebar set is available for the
design. This can be checked by selecting Project -> Available Rebars.

The rebars that are shown above are available in the project. This means that we can draw
rebars of these diameters and additionally the program will only choose from these rebar
sizes when performing a reinforcement design.
So, we can now draw the reinforcement bars by clicking on the Draw -> Rebar Rectangle
menu item.
automatically draws help lines at the specified distance from the concrete rectangle edges
and enables mouse snapping at their intersections.

To draw the bottom rebars, we click on the green points at the top left and at the bottom
right successively.

Next, as shown on the form below, we choose to use ø20 and ø16 rebar sizes for the corner
and remaining rebars respectively. The rebar count (apart from the rebars at the corners)
horizontally and vertically is set to 2.
Moreover, the S400 reinforcement material is selected.

After clicking the “OK” button, the rebars are shown in the drawing area.

Behavior assessment of the cross section
First we are going to assess the behavior of the cross section by calculating a Moment vs.
Curvature diagram for different axial force levels.
Analysis Parameters. We will use the default “ULS” set.
The option “Default rectangular by code for ULS” for the compressive parts of concrete
stress/strain curve cannot be used, since we are about to perform a Moment Curvature
analysis. “Default rectangular by code for ULS” option is only valid for designing or checking
the capacity of a cross section.
So we choose the option “Parabolic-Linear”. The strain data have already been set by the
program to their default values according to Eurocode 2.
All parameters related to Eurocode 2 can be found in this form, including partial safety
factors etc.

The reinforcement bars are chosen to have a bilinear behavior. A hardening of 1.15 is
assumed.
Additionally, we check the “Ignore compression part” in order to ignore the contribution of
the reinforcement to the sectional resistance, i.e. steel reinforcement will only be active if it
is under tension. This assumption is common, especially when retrofitting damaged concrete
elements, as the sparse stirrups will not provide a lateral support to vertical reinforcement
bars. Consequently their compressive resistance cannot be used due to buckling.
We click OK to close this form.
The load cases for Moment vs. Curvature analysis can be selected by clicking on the Analysis
-> Moment Curvature -> Load cases menu item. By clicking the button we can add a new
load case. The Moment curvature type is set to “Moment about y”, the Custom Angle
(coordinate system rotation) remains 0 and the Analysis Parameters item is changed to
“ULS” in order to use the parameters defined previously.

In order to use specific axial forces for the analysis, we click on “Options” button and as
shown on the form below, we select the option “Alternate Axial Force”.
Next we enter the axial force values successively in the corresponding field at the top right
corner of the form and click the “Add” button, so that all axial forces have been filled, as
shown below.
We can also define the slope of the second branch of the equivalent bilinearized curve here,
but we keep this value equal to 0. This means that the calculated bilinearized curve will be
elastic-fully plastic. We click OK to close the form.

We just click Analysis -> Moment Curvature -> Analyze, to perform the reinforcement design
procedure.
Results
The calculated Moment – Curvature curves for the specified axial force levels can be found
by clicking Analysis -> Moment Curvature -> Show results.

Behavior assessment after the application of steel jacket
Definition of a steel material
The steel grade of the jacket is assumed to be Fe 430. This steel grade can be imported from
the library by clicking on the Materials -> Import from Library menu item. From the top list
we select “Hot Rolled Steel – European (no hardening)” in order view the materials
belonging to this collection.
Then, we can select the corresponding row (Fe 430) and click on “Insert selected only”
button to use this material in our project.

Drawing the steel jacket
The simplest way to draw the steel jacket geometry is to use the Draw -> Polygon from line
offset.
In the form that appears, we select the third option in the box “Method”. This will enable
the drawing of the steel jacketing by just providing a path of points which are the 4 corners
of the cross section. The specified thickness is set to 5 mm (0.005m) and current material is
Fe 430.
After successively clicking on the 4 corners of the cross section, we right-click at any point
and choose “Close polygon” from the menu as shown above.

The retrofitted column section has been now defined. We can continue by reviewing the
used Analysis Parameters set “ULS”.
Informing the program that the concrete is confined
This can be easily carried out by clicking the Materials -> Concrete menu item and checking
the “Confined” option for C16/20 concrete grade, as shown below.

In this way, the program will handle the C16/20 concrete as defined, i.e. the confinement
factors specified in Analysis Parameters will be applied to this material.
The Analysis Parameters set “ULS” will be modified in order to simulate the effect of steel
jacketing on the behavior of the section.
Since the existing concrete is assumed confined, we can define the related amplification
factors for its strength, the strain that corresponds to its strength and its ultimate strain.
These values can be calculated according to any regulation or theoretical method and can be
applied in the program.
Example of confined and unconfined concrete stress/strain curves
In this example we will assume that the confined concrete stress is 21 MPa, with a
corresponding strain of -3‰ and its ultimate strain is -7‰.
Consequently, the amplification factors can be calculated as follows:
 Concrete strength factor: 21 MPa / 16 MPa = 1.31
 ec2 factor: 3‰ / 2‰ = 1.5
 ecu factor: 7‰ / 3.5‰ = 2

All remaining data regarding concrete and reinforcement do not need to be modified.

Furthermore, in tab “Other Materials data”, we can define a partial safety factor for the
steel jacketing, which is taken as 1.15.
We click OK to close this form.
Carry out the analysis of the retrofitted section
We just click Analysis -> Moment Curvature -> Analyze, to perform the reinforcement design
procedure.

Results
The calculated Moment – Curvature curves for the specified axial force levels can be found
by clicking Analysis -> Moment Curvature -> Show results.
As expected, after the application of the steel jacket, the cross section behavior in terms of
stiffness, resistance and ductility has dramatically been improved.
By clicking the “Export current graph data”, we can export the points of selected diagram to
a text file and use them in other applications, such as Excel. In the following graph, the
Moment vs. Curvature curves before and after the retrofit are shown for the same axial
force load (-500 kN).
Moment curvature diagrams
-300
-200
-100
0
100
200
300
-0.03 -0.02 -0.01 0 0.01 0.02 0.03
Curvature (1/R)
Moment(kNm)
N=-500 kN confined N=-500 kN unconfined

Worked examples for Cross section analysis and design software

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