Beam summary with EN 1992-1-1#
Create input dataframe
This is an example creating the DataFrame directly in the cell but it’s easier to load it from an Excel file, as is explained in the User Guide.
from mento import MPa
from mento import BeamSummary, Concrete_EN_1992_2004, SteelBar
import pandas as pd
conc = Concrete_EN_1992_2004(name="H25", f_c=25 * MPa)
steel = SteelBar(name="ADN 500", f_y=500 * MPa)
data = {
"Label": ["", "V101", "V102", "V103", "V104"],
"Comb.": ["", "ELU 1", "ELU 2", "ELU 3", "ELU 4"],
"b": ["cm", 20, 20, 20, 20],
"h": ["cm", 50, 50, 50, 50],
"cc": ["mm", 25, 25, 25, 25],
"Nx": ["kN", 0, 0, 0, 0],
"Vz": ["kN", 20, -50, 100, 100],
"My": ["kNm", 0, -35, 40, 45],
"ns": ["", 0, 1.0, 1.0, 1.0],
"dbs": ["mm", 0, 6, 6, 6],
"sl": ["cm", 0, 20, 20, 20],
"n1": ["", 2.0, 2, 2.0, 2.0],
"db1": ["mm", 12, 12, 12, 12],
"n2": ["", 1.0, 1, 1.0, 0.0],
"db2": ["mm", 10, 16, 10, 0],
"n3": ["", 2.0, 0.0, 2.0, 0.0],
"db3": ["mm", 12, 0, 16, 0],
"n4": ["", 0, 0.0, 0, 0.0],
"db4": ["mm", 0, 0, 0, 0],
}
input_df = pd.DataFrame(data)
beam_summary = BeamSummary(concrete=conc, steel_bar=steel, beam_list=input_df)
# Beam summary input data
beam_summary.data
| Label | Comb. | b | h | cc | Nx | Vz | My | ns | dbs | sl | n1 | db1 | n2 | db2 | n3 | db3 | n4 | db4 | |
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
| 1 | V101 | ELU 1 | 20.00 cm | 50.00 cm | 25.00 mm | 0.00 kN | 20.00 kN | 0.00 kN·m | 0 | 0.00 mm | 0.00 cm | 2 | 12.00 mm | 1 | 10.00 mm | 2 | 12.00 mm | 0 | 0.00 mm |
| 2 | V102 | ELU 2 | 20.00 cm | 50.00 cm | 25.00 mm | 0.00 kN | -50.00 kN | -35.00 kN·m | 1 | 6.00 mm | 20.00 cm | 2 | 12.00 mm | 1 | 16.00 mm | 0 | 0.00 mm | 0 | 0.00 mm |
| 3 | V103 | ELU 3 | 20.00 cm | 50.00 cm | 25.00 mm | 0.00 kN | 100.00 kN | 40.00 kN·m | 1 | 6.00 mm | 20.00 cm | 2 | 12.00 mm | 1 | 10.00 mm | 2 | 16.00 mm | 0 | 0.00 mm |
| 4 | V104 | ELU 4 | 20.00 cm | 50.00 cm | 25.00 mm | 0.00 kN | 100.00 kN | 45.00 kN·m | 1 | 6.00 mm | 20.00 cm | 2 | 12.00 mm | 0 | 0.00 mm | 0 | 0.00 mm | 0 | 0.00 mm |
Check all beams for shear and flexure
beam_summary.check()
| Beam | b | h | cc | As,top | As,bot | Av | As,req,top | As,req,bot | Av,req | Av,real | MEd | VEd | NEd | MRd,top | MRd,bot | VRd | DCRb,top | DCRb,bot | DCRv | |
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
| 0 | cm | cm | mm | cm²/m | cm²/m | cm²/m | cm²/m | kNm | kN | kN | kNm | kNm | kN | |||||||
| 1 | V101 | 20 | 50 | 25 | 2Ø8 | 2Ø12+1Ø10 ++ 2Ø12 | - | 0.0 | 1.2 | 1.6 | 0.0 | 0.0 | 20.0 | 0.0 | 18.5 | 98.4 | 44.3 | 0.0 | 0.0 | 0.452 |
| 2 | V102 | 20 | 50 | 25 | 2Ø12+1Ø16 | 2Ø8 | 1eØ6/20 | 1.8 | 0.0 | 1.6 | 2.83 | -35.0 | -50.0 | 0.0 | 81.5 | 18.7 | 127.8 | 0.43 | 0.0 | 0.391 |
| 3 | V103 | 20 | 50 | 25 | 2Ø8 | 2Ø12+1Ø10 ++ 2Ø16 | 1eØ6/20 | 0.0 | 2.2 | 2.32 | 2.83 | 40.0 | 100.0 | 0.0 | 17.7 | 124.2 | 122.0 | 0.0 | 0.322 | 0.82 |
| 4 | V104 | 20 | 50 | 25 | 2Ø8 | 2Ø12 | 1eØ6/20 | 0.0 | 2.3 | 2.21 | 2.83 | 45.0 | 100.0 | 0.0 | 18.7 | 43.6 | 128.1 | 0.0 | 1.033 | 0.781 |
Calculate capacity for all beams for shear and flexure
beam_summary.check(capacity_check=True)
| Beam | b | h | As,top | As,bot | Av | As,top,real | As,bot,real | Av,real | MRd,top | MRd,bot | VRd | |
|---|---|---|---|---|---|---|---|---|---|---|---|---|
| 0 | cm | cm | cm² | cm² | cm²/m | kNm | kNm | kN | ||||
| 1 | V101 | 20.0 | 50.0 | 2Ø8 | 2Ø12+1Ø10 ++ 2Ø12 | - | 1.0 | 5.3 | 0.0 | 18.5 | 98.4 | 44.3 |
| 2 | V102 | 20.0 | 50.0 | 2Ø12+1Ø16 | 2Ø8 | 1eØ6/20 | 4.3 | 1.0 | 2.8 | 81.5 | 18.7 | 127.81 |
| 3 | V103 | 20.0 | 50.0 | 2Ø8 | 2Ø12+1Ø10 ++ 2Ø16 | 1eØ6/20 | 1.0 | 7.1 | 2.8 | 17.7 | 124.2 | 121.97 |
| 4 | V104 | 20.0 | 50.0 | 2Ø8 | 2Ø12 | 1eØ6/20 | 1.0 | 2.3 | 2.8 | 18.7 | 43.6 | 128.07 |
Export results to excel
beam_summary.check().to_excel("Beam summary results.xlsx", index=False)
See detailed results for shear check
beam_summary.shear_results()
# See the same results for capacity check, without DCR
# beam_summary.shear_results(capacity_check=True)
| Label | Comb. | Av,min | Av,req | Av | NEd | VEd,1 | VEd,2 | VRd,c | VRd,s | VRd | VRd,max | VEd,1≤VRd,max | VEd,2≤VRd | DCR | |
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
| 0 | cm²/m | cm²/m | cm²/m | kN | kN | kN | kN | kN | kN | kN | |||||
| 1 | V101 | ELU 1 | 1.6 | 1.6 | 0.0 | 0.0 | 20.0 | 20.0 | 44.3 | 0 | 44.3 | 44.3 | True | True | 0.452 |
| 2 | V102 | ELU 2 | 1.6 | 1.6 | 2.83 | 0.0 | -50.0 | -50.0 | 0 | 127.81 | 127.81 | 258.1 | True | True | 0.391 |
| 3 | V103 | ELU 3 | 1.6 | 2.32 | 2.83 | 0.0 | 100.0 | 100.0 | 0 | 121.97 | 121.97 | 246.3 | True | True | 0.82 |
| 4 | V104 | ELU 4 | 1.6 | 2.21 | 2.83 | 0.0 | 100.0 | 100.0 | 0 | 128.07 | 128.07 | 258.63 | True | True | 0.781 |
See detailed results for flexure check
beam_summary.flexure_results()
# See the same results for capacity check, without DCR
# beam_summary.flexure_results(capacity_check=True)
| Label | Comb. | Position | As,min | As,req top | As,req bot | As | MEd | MRd | MEd≤MRd | DCR | |
|---|---|---|---|---|---|---|---|---|---|---|---|
| 0 | cm² | cm² | cm² | cm² | kNm | kNm | |||||
| 1 | V101 | ELU 1 | Bottom | 1.21 | 0 | 1.21 | 5.31 | 0 | 98.45 | True | 0.0 |
| 2 | V102 | ELU 2 | Top | 1.23 | 1.78 | 0 | 4.27 | -35.0 | 81.46 | True | 0.43 |
| 3 | V103 | ELU 3 | Bottom | 1.18 | 0 | 2.15 | 7.07 | 40.0 | 124.17 | True | 0.322 |
| 4 | V104 | ELU 4 | Bottom | 1.24 | 0 | 2.31 | 2.26 | 45.0 | 43.58 | False | 1.033 |
More detailed results
# See more complete and specific detailed results for shear check for a specific beam index of the summary
beam_summary.nodes[1].shear_results_detailed()
===== BEAM SHEAR DETAILED RESULTS =====
Materials Variable Value Unit
----------------------------------------------------- ---------- ------- ------
Section Label V102
Concrete strength fck 25 MPa
Steel reinforcement yield strength fywk 500 MPa
Safety factor for concrete γc 1.5
Safety factor for steel γs 1.15
Coefficient for long term effects and loading effects αcc 0.85
Geometry Variable Value Unit
-------------------------- ---------- ------- ------
Section height h 50 cm
Section width b 20 cm
Clear cover cc 2.5 cm
Longitudinal tension rebar As 4.27 cm²
Design forces Variable Value Unit
------------------------------- ---------- ------- ------
Axial, positive for compression NEd 0 kN
Shear VEd,2 -50 kN
Shear reinforcement strength Variable Value Unit
------------------------------ ---------- ------- ------
Number of stirrups ns 1
Stirrup diameter db 6 mm
Stirrup spacing s 20 cm
Effective height d 46.21 cm
Minimum shear reinforcing Asw,min 1.6 cm²/m
Required shear reinforcing Asw,req 1.6 cm²/m
Defined shear reinforcing Asw 2.83 cm²/m
Shear rebar strength VRd,s 127.81 kN
Check Unit Value Min. Max. Ok?
---------------------------- ------ ------- ------ ------ -----
Stirrup spacing along length cm 20 34.65 ✔️
Stirrup spacing along width cm 14.4 34.65 ✔️
Minimum shear reinforcement cm²/m 2.83 1.6 ✔️
Shear strength Variable Value Unit
-------------------------------- ---------- ------- ------
Longitudinal reinforcement ratio ρl 0.4623
k value k 1.66
Axial stress σcd 0.0 MPa
Concrete strut angle Θ 21.8 deg
Concrete strength VRd,c 0 kN
Maximum shear strength VRd,max 258.1 kN
Total shear strength VRd 127.81 kN
Max shear check ✔️
Demand Capacity Ratio DCR 0.391 ✔️
# See more complete and specific detailed results for shear check for a specific beam index of the summary
beam_summary.nodes[2].flexure_results_detailed()
===== BEAM FLEXURE DETAILED RESULTS =====
Materials Variable Value Unit
---------------------------------- ---------- ------- ------
Section Label V103
Concrete strength fck 25 MPa
Steel reinforcement yield strength fyk 500 MPa
Geometry Variable Value Unit
----------------------- ---------- ------- ------
Section height h 50 cm
Section width b 20 cm
Clear cover cc 2.5 cm
Mechanical top cover cm,top 3.5 cm
Mechanical bottom cover cm,bot 5.91 cm
Design_forces Variable Value Unit
----------------- ---------- ------- ------
Top max moment Mu,top 0 kNm
Bottom max moment Mu,bot 40 kNm
Check Unit Value Min. Max. Ok?
----------------------- ------ ------- ------ ------ -----
Min/Max As rebar top cm² 1.01 0 37.2 ✔️
Minimum spacing top mm 122 30 ✔️
Min/Max As rebar bottom cm² 7.07 1.18 35.27 ✔️
Minimum spacing bottom mm 52 25 ✔️
Top reinforcement check Variable Value Unit
---------------------------------------- ---------- ------- ------
First layer bars n1+n2 2Ø8
Second layer bars n3+n4 -
Effective height d 46.5 cm
Depth of equivalent strength block ratio c/d 0
Minimum rebar reinforcing As,min 0.0 cm²
Required rebar reinforcing top As,req top 0 cm²
Required rebar reinforcing bottom As,req bot 2.15 cm²
Defined rebar reinforcing top As 1.01 cm²
Longitudinal reinforcement ratio ρl 0.76006
Total flexural strength MRd 17.74 kNm
Demand Capacity Ratio DCR 0 ✔️
Bottom reinforcement check Variable Value Unit
---------------------------------------- ---------- --------- ------
First layer bars n1+n2 2Ø12+1Ø10
Second layer bars n3+n4 2Ø16
Effective height d 44.09 cm
Depth of equivalent strength block ratio c/d 0
Minimum rebar reinforcing As,min 1.18 cm²
Required rebar reinforcing bottom As,req top 0 cm²
Required rebar reinforcing top As,req bot 2.15 cm²
Defined rebar reinforcing bottom As 7.07 cm²
Longitudinal reinforcement ratio ρl 0.80156
Total flexural strength MRd 124.17 kNm
Demand Capacity Ratio DCR 0.32 ✔️