In order to calculate the provided reinforcement the user has to select the element that will be calculated and access the RC Column Design command from the Design menu/Provided reinforcement for RC elements.
The first window that will appear will allow us to select the load cases that will be used for calculating the reinforcement.
The display has changed and on screen we have some new windows where we can see the geometry of the element.
Before calculating the provided reinforcement we have to adjust two sets of calculation parameters.
- Analysis menu/Calculation options...
- Analysis menu/Reinforcement pattern...
First we will start with Calculation options. This command will open a window with four tabs:
- General - Concrete
- Longitudinal reinforcement - Transversal reinforcement
In these tabs we will provide information about material quality (concrete and steel), cover and deflection options. Also we can provide information necessary to perform a fire resistance check.
In the windows below we can see the parameters for our example:
After the personalization of the calculation options we can save these sets in order to reuse them in other projects. We can do this by pressing the Save As... button.
The second set of options to be adjusted is the Reinforcement
pattern. Because the program will propose a real solution for reinforcement, we will have to provide some rules that the program will follow when it will draw the reinforcement.
Here are the parameters for reinforcement patterns used for calculating the provided reinforcement.
Same as before, the user can save the reinforcement pattern options for later use with other projects by pressing the Save as button.
Next step is to indicate the options sets to be used for calculation.
For this select the Options set... from the Analysis menu.
For calculation the reinforcement select the Calculation command from the Analysis menu and press the Calculate button in the window that just opened.
When the calculation is done the program will display a window with information regarding events during calculation.
In the next tab, Column-Reinforcement, we can see the
reinforcement bars provided by the program. We can even change the reinforcement and recalculate the element.
When the calculation is finished we can switch to the Column-Interaction N-M tab and see the graphic results.
In the last tab called Column-note we can see a full calculation note for the current calculated element. This calculation note can also be
generated by selecting the Calculation note command from the Results menu. This calculation note can be save as a *.rtf file and can be attached to the project documentation.
Here it is the calculation note provided for our column:
1 Level:
Name :
Reference level : 0,00 (m)
Concrete creep coefficient : p = 2,77
cement class : N
Environment class : X0
Structure class : S1
2 Column: Column2 Number: 1
2.1 Material properties:
Concrete : C25/30 fck = 25,00 (MPa)
Unit weight : 2501,36 (kG/m3)
Aggregate size : 20,0 (mm)
Longitudinal reinforcement: : B500B fyk = 500,00 (MPa)
Ductility class : B
Transversal reinforcement: : B500A fyk = 500,00 (MPa)
2.2 Geometry:
2.2.1 Rectangular 40,0 x 40,0 (cm)
2.2.2 Height: L = 3,80 (m)
2.2.3 Slab thickness = 0,15 (m)
2.2.4 Beam height = 0,60 (m)
2.2.5 Cover = 3,5 (cm)
2.3 Calculation options:
Calculations according to : EN 1992-1-1:2004 AC:2008
Seismic dispositions : No requirements
Precast column : no
Pre-design : no
Slenderness taken into account : yes
Compression : with bending
Ties : to slab
More than 50 % loads applied: after 90 day
Fire resistance class : No requirements
2.4 Loads:
Case Nature Group f N My(s) My(i) Mz(s) Mz(i)
(kN) (kN*m) (kN*m) (kN*m) (kN*m)
DL1 dead load 2 1,35 505,05 0,38 -0,32 -14,52 7,05
DL2 dead load 2 1,35 110,64 0,07 -0,07 -4,99 2,44
DL3 dead load 2 1,35 177,63 0,14 -0,11 -9,81 4,83
LL1 live load 2 1,50 132,97 0,09 -0,08 -6,60 3,23
SN1 snow 2 1,50 23,28 -0,00 -0,01 -0,09 0,02
SEI_X7 seismic 2 1,00 -24,76 -10,24 -11,63 -0,67 1,55
SEI_Y8 seismic 2 1,00 40,26 1,73 1,29 -3,06 6,14
SEI_Z8 seismic 2 1,00 -83,67 -0,89 -0,45 3,53 -1,82
SPE_NEW10 seismic 2 1,00 -37,78 -9,98 -11,35 -0,53 2,85
SPE_NEW11 seismic 2 1,00 -61,94 -10,80 -12,07 1,31 -0,84
SPE_NEW12 seismic 2 1,00 -11,74 -10,44 -11,89 -0,81 0,25
SPE_NEW13 seismic 2 1,00 12,42 -9,63 -11,17 -2,64 3,94
SPE_NEW14 seismic 2 1,00 7,73 -1,88 -2,38 -2,20 6,06
SPE_NEW15 seismic 2 1,00 -72,79 -4,61 -4,77 3,92 -6,22
SPE_NEW16 seismic 2 1,00 -22,59 -4,25 -4,59 1,80 -5,13
SPE_NEW17 seismic 2 1,00 57,94 -1,52 -2,20 -4,32 7,15
SPE_NEW18 seismic 2 1,00 -79,02 -3,25 -3,43 2,41 0,49
SPE_NEW19 seismic 2 1,00 -103,18 -4,07 -4,14 4,25 -3,20
SPE_NEW20 seismic 2 1,00 64,16 -2,88 -3,55 -2,81 0,44
SPE_NEW21 seismic 2 1,00 88,32 -2,06 -2,83 -4,65 4,13
f - load factor
2.5 Calculation results:
Seismic dispositions: No requirements!
Safety factors Rd/Ed = 1,57 > 1.0
2.5.1 ULS Analysis
Design combination: 1.35DL1+1.35DL2+1.35DL3+1.50LL1+0.75SN1 (A) Internal forces:
Nsd = 1287,90 (kN) Msdy = 0,92 (kN*m) Msdz = -49,53 (kN*m) Design forces:
Upper node
N = 1287,90 (kN) N*etotz = 25,76 (kN*m) N*etoty= -60,80 (kN*m)
Eccentricity: ez (My/N) ey (Mz/N)
static eEd: 0,1 (cm) -3,8 (cm)
Not intended ea: 0,0 (cm) 0,9 (cm)
Initial e0: 0,1 (cm) 3,8 (cm)
Minimal emin: 2,0 (cm) 2,0 (cm)
total etot: 2,0 (cm) -4,7 (cm)
2.5.1.1. Detailed analysis-Direction Y:
2.5.1.1.1 Slenderness analysis
Non-sway structure
L (m) Lo (m) lim
3,50 3,50 30,31 57,97 Short column
2.5.1.1.2 Buckling analysis
M2 = 0,92 (kN*m) M1 = -0,80 (kN*m)
Case: Cross-section at the column end (Upper node), Slenderness not taken into account M0 = 0,92 (kN*m)
ea = 0,0 (cm)
Ma = N*ea = 0,00 (kN*m) MEdmin = 25,76 (kN*m)
M0Ed = max(MEdmin,M0 + Ma) = 25,76 (kN*m)
2.5.1.2. Detailed analysis-Direction Z:
2.5.1.2.1 Slenderness analysis
Non-sway structure
L (m) Lo (m) lim
3,50 3,50 30,31 49,36 Short column
2.5.1.2.2 Buckling analysis
M2 = 24,18 (kN*m) M1 = -49,53 (kN*m)
Case: Cross-section at the column end (Upper node), Slenderness not taken into account M0 = -49,53 (kN*m)
M0Ed = max(MEdmin,M0 + Ma) = -60,80 (kN*m)
2.5.2 Reinforcement:
Real (provided) area Asr = 4,71 (cm2)
Ratio: = 0,29 %
Concrete volume = 0,51 (m3)
Formwork = 5,12 (m2)
Steel B500B
Total weight = 13,93 (kG)
Density = 27,21 (kG/m3)
Average diameter = 10,0 (mm)
Reinforcement survey:
Diameter Length Weight Number Total weight
(m) (kG) (No.) (kG)
10 3,77 2,32 6 13,93
Steel B500A
Total weight = 21,23 (kG)
Density = 41,47 (kG/m3)
Average diameter = 8,0 (mm)
Reinforcement survey:
Diameter Length Weight Number Total weight
(m) (kG) (No.) (kG)
8 0,50 0,20 28 5,58
8 1,42 0,56 28 15,66
The user can erase the reinforcement provided by the program in the Column-reinforcement tab, in order to define by himself a solution and see the capacity of the column with that reinforcement.
After deleting the reinforcement the program will display the window below where we can see that the capacity of the element is zero.
The user can define the reinforcement by selecting the Typical reinforcement command from the Reinforcement menu.
This way the user will have to go through three windows and provide information regarding stirrup diameter and distribution as well as main reinforcement parameters.
In the next windows we have indicated a possible reinforcement for the column.
When we switch to the Column-Interaction N-M tab the program will automatically perform the calculation in order to provide results according to the new reinforcement. Every time we changed the reinforcement provided by the program, it will ask as before calculation if we wish to calculate the element with the modified reinforcement or the program will delete all the reinforcement and will propose again a solution. In our case we want to see the capacity of the beam with the reinforcement proposed by us, so we will choose YES.
Below we can see the calculation note for the beam with the reinforcement proposed by us.
1 Level:
Name :
Reference level : 0,00 (m)
Concrete creep coefficient : p = 2,77
cement class : N
Environment class : X0
Structure class : S1
2 Column: Column2 Number: 1
2.1 Material properties:
Concrete : C25/30 fck = 25,00 (MPa)
Unit weight : 2501,36 (kG/m3)
Aggregate size : 20,0 (mm)
Longitudinal reinforcement: : B500B fyk = 500,00 (MPa)
Ductility class : B
Transversal reinforcement: : B500A fyk = 500,00 (MPa)
2.2 Geometry:
2.2.1 Rectangular 40,0 x 40,0 (cm)
2.2.2 Height: L = 3,80 (m)
2.2.3 Slab thickness = 0,15 (m)
2.2.4 Beam height = 0,60 (m)
2.2.5 Cover = 3,5 (cm)
2.3 Calculation options:
Calculations according to : EN 1992-1-1:2004 AC:2008
Seismic dispositions : No requirements
Precast column : no
Pre-design : no
Slenderness taken into account : yes
Compression : with bending
Ties : to slab
More than 50 % loads applied: after 90 day
Fire resistance class : No requirements
2.4 Loads:
Case Nature Group f N My(s) My(i) Mz(s) Mz(i)
(kN) (kN*m) (kN*m) (kN*m) (kN*m)
DL1 dead load 2 1,35 505,05 0,38 -0,32 -14,52 7,05
DL2 dead load 2 1,35 110,64 0,07 -0,07 -4,99 2,44
DL3 dead load 2 1,35 177,63 0,14 -0,11 -9,81 4,83
LL1 live load 2 1,50 132,97 0,09 -0,08 -6,60 3,23
SN1 snow 2 1,50 23,28 -0,00 -0,01 -0,09 0,02
SEI_X7 seismic 2 1,00 -24,76 -10,24 -11,63 -0,67 1,55
SEI_Y8 seismic 2 1,00 40,26 1,73 1,29 -3,06 6,14
SEI_Z8 seismic 2 1,00 -83,67 -0,89 -0,45 3,53 -1,82
SPE_NEW10 seismic 2 1,00 -37,78 -9,98 -11,35 -0,53 2,85
SPE_NEW11 seismic 2 1,00 -61,94 -10,80 -12,07 1,31 -0,84
SPE_NEW12 seismic 2 1,00 -11,74 -10,44 -11,89 -0,81 0,25
SPE_NEW13 seismic 2 1,00 12,42 -9,63 -11,17 -2,64 3,94
SPE_NEW14 seismic 2 1,00 7,73 -1,88 -2,38 -2,20 6,06
SPE_NEW15 seismic 2 1,00 -72,79 -4,61 -4,77 3,92 -6,22
SPE_NEW16 seismic 2 1,00 -22,59 -4,25 -4,59 1,80 -5,13
SPE_NEW17 seismic 2 1,00 57,94 -1,52 -2,20 -4,32 7,15
SPE_NEW18 seismic 2 1,00 -79,02 -3,25 -3,43 2,41 0,49
SPE_NEW19 seismic 2 1,00 -103,18 -4,07 -4,14 4,25 -3,20
SPE_NEW20 seismic 2 1,00 64,16 -2,88 -3,55 -2,81 0,44
SPE_NEW21 seismic 2 1,00 88,32 -2,06 -2,83 -4,65 4,13
f - load factor
2.5 Calculation results:
The "Freeze Reinforcement" option is switched on. The distribution of reinforcing bars has not been modified.
Seismic dispositions: No requirements!
The system of bars does not satisfy the cover requirements.
Safety factors Rd/Ed = 1,84 > 1.0
2.5.1 ULS Analysis
Design combination: 1.35DL1+1.35DL2+1.35DL3+1.50LL1+0.75SN1 (A) Internal forces:
Nsd = 1287,90 (kN) Msdy = 0,92 (kN*m) Msdz = -49,53 (kN*m) Design forces:
Upper node
N = 1287,90 (kN) N*etotz = 25,76 (kN*m) N*etoty= -60,80 (kN*m)
Eccentricity: ez (My/N) ey (Mz/N)
static eEd: 0,1 (cm) -3,8 (cm)
Not intended ea: 0,0 (cm) 0,9 (cm)
Initial e0: 0,1 (cm) 3,8 (cm)
Minimal emin: 2,0 (cm) 2,0 (cm)
total etot: 2,0 (cm) -4,7 (cm)
2.5.1.1. Detailed analysis-Direction Y:
2.5.1.1.1 Slenderness analysis
Non-sway structure
L (m) Lo (m) lim
3,50 3,50 30,31 66,64 Short column
2.5.1.1.2 Buckling analysis
M2 = 0,92 (kN*m) M1 = -0,80 (kN*m)
Case: Cross-section at the column end (Upper node), Slenderness not taken into account M0 = 0,92 (kN*m)
ea = 0,0 (cm)
Ma = N*ea = 0,00 (kN*m) MEdmin = 25,76 (kN*m)
M0Ed = max(MEdmin,M0 + Ma) = 25,76 (kN*m)
2.5.1.2. Detailed analysis-Direction Z:
2.5.1.2.1 Slenderness analysis
Non-sway structure
L (m) Lo (m) lim
3,50 3,50 30,31 56,74 Short column
2.5.1.2.2 Buckling analysis
M2 = 24,18 (kN*m) M1 = -49,53 (kN*m)
Case: Cross-section at the column end (Upper node), Slenderness not taken into account M0 = -49,53 (kN*m)
M0Ed = max(MEdmin,M0 + Ma) = -60,80 (kN*m)
2.5.2 Reinforcement:
Real (provided) area Asr = 16,08 (cm2)
Ratio: = 1,01 %
Concrete volume = 0,51 (m3)
Formwork = 5,12 (m2)
Steel B500B
Total weight = 56,08 (kG)
Density = 109,53 (kG/m3)
Average diameter = 16,0 (mm)
Reinforcement survey:
Diameter Length Weight Number Total weight
(m) (kG) (No.) (kG)
16 4,44 7,01 8 56,08
Steel B500A
Total weight = 27,80 (kG)
Density = 54,31 (kG/m3)
Average diameter = 10,0 (mm)
Reinforcement survey:
Diameter Length Weight Number Total weight
(m) (kG) (No.) (kG)
10 1,50 0,93 30 27,80