1. Project information
Calculation report
| Date | 01/11/2026 |
|---|
2. Overview of the structure
The structure with the numbers of the nodes (n), members (m) and supports (S), and the length of each member (mm).
| Sections and materials | Members |
|---|---|
| RECT 450x700 · C16/20 | 6 |
| RECT 450x500 · C16/20 | 4 |
| RECT 250x400 · C16/20 | 12 |
| RECT 300x500 · C16/20 | 2 |
| RECT 250x350 · C16/20 | 2 |
24 nodes, 26 members · consequence class CC2, new build · design code Eurocode · Z is the vertical axis · units: kN, kNm, mm.
3. Summary of the results
| Quantity | Max. value | Combination | Where |
|---|---|---|---|
| Moment My (strong axis) | -142.1 kNm | 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | member S3, x = 0 mm |
| Normal force N (− compression) | -289.7 kN | /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | member S60, x = 0 mm |
| Shear force Vz (strong axis) | 49.5 kN | /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | member S67, x = 0 mm |
| Vertical reaction | 289.7 kN | /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | node K72 |
| Displacement (max., incl. between nodes) | 0.16 mm | SLS BG1 | member S62, x = 0 mm |
| Deflection of a member (relative to chord) | 0.07 mm (L/43509) | SLS BG1 | member S68 |
Moments, forces and reactions: the governing ULS combination. Displacement: the governing SLS combination (the ULS combinations if there is no SLS combination).
Highest unity check: UC 2.80 in member S68 (RECT 250x350): -: Max. stirrup spacing with torsion. exceeds 1.00
4. Nodes, members and supports
Nodes
| Node | x (mm) | y (mm) | z (mm) | Support |
|---|---|---|---|---|
| K5 | 14000 | -11500 | 0 | S1 |
| K73 | 14000 | -8500 | 5750 | |
| K12 | 14000 | -11500 | 5750 | |
| K74 | 14000 | -8500 | 9500 | |
| K16 | 14000 | -11500 | 9500 | |
| K75 | 14000 | -8500 | 13500 | |
| K64 | 14000 | -11500 | 13500 | |
| K76 | 15500 | -8500 | 13500 | |
| K65 | 15500 | -11500 | 13500 | |
| K77 | 12500 | -8500 | 13500 | |
| K66 | 12500 | -11500 | 13500 | |
| K78 | 15500 | -8500 | 9500 | |
| K67 | 15500 | -11500 | 9500 | |
| K79 | 12500 | -8500 | 9500 | |
| K68 | 12500 | -11500 | 9500 | |
| K80 | 15500 | -8500 | 11500 | |
| K69 | 15500 | -11500 | 11500 | |
| K81 | 12500 | -8500 | 11500 | |
| K70 | 12500 | -11500 | 11500 | |
| K82 | 14000 | -8500 | 11500 | |
| K71 | 14000 | -11500 | 11500 | |
| K83 | 14000 | -8500 | 3833 | |
| K72 | 14000 | -8500 | 0 | S2 |
| K84 | 14000 | -11500 | 3833 |
Members
| Member | Nodes | L (mm) | Section | Material | Remarks |
|---|---|---|---|---|---|
| S3 | K5 – K84 | 3833 | RECT 450x700 | C16/20 | |
| S55 | K16 – K71 | 2000 | RECT 450x500 | C16/20 | |
| S56 | K65 – K64 | 1500 | RECT 250x400 | C16/20 | |
| S57 | K67 – K16 | 1500 | RECT 250x400 | C16/20 | |
| S58 | K69 – K71 | 1500 | RECT 250x400 | C16/20 | |
| S59 | K71 – K64 | 2000 | RECT 450x500 | C16/20 | |
| S60 | K72 – K83 | 3833 | RECT 450x700 | C16/20 | |
| S61 | K74 – K82 | 2000 | RECT 450x500 | C16/20 | |
| S62 | K76 – K75 | 1500 | RECT 250x400 | C16/20 | |
| S63 | K78 – K74 | 1500 | RECT 250x400 | C16/20 | |
| S64 | K80 – K82 | 1500 | RECT 250x400 | C16/20 | |
| S65 | K82 – K75 | 2000 | RECT 450x500 | C16/20 | |
| S66 | K16 – K74 | 3000 | RECT 300x500 | C16/20 | |
| S67 | K83 – K84 | 3000 | RECT 300x500 | C16/20 | |
| S68 | K75 – K64 | 3000 | RECT 250x350 | C16/20 | |
| S69 | K82 – K71 | 3000 | RECT 250x350 | C16/20 | |
| m1 | K12 – K16 | 3750 | RECT 450x700 | C16/20 | |
| m2 | K84 – K12 | 1917 | RECT 450x700 | C16/20 | |
| m3 | K64 – K66 | 1500 | RECT 250x400 | C16/20 | |
| m4 | K16 – K68 | 1500 | RECT 250x400 | C16/20 | |
| m5 | K71 – K70 | 1500 | RECT 250x400 | C16/20 | |
| m6 | K73 – K74 | 3750 | RECT 450x700 | C16/20 | |
| m7 | K83 – K73 | 1917 | RECT 450x700 | C16/20 | |
| m8 | K75 – K77 | 1500 | RECT 250x400 | C16/20 | |
| m9 | K74 – K79 | 1500 | RECT 250x400 | C16/20 | |
| m10 | K82 – K81 | 1500 | RECT 250x400 | C16/20 |
Supports
| Support | Node | Restraint | Springs |
|---|---|---|---|
| S1 | K5 | custom combination of fixed directions | |
| S2 | K72 | custom combination of fixed directions |
5. Loads
Loads: BG2 Pipes and friction
| Type | On | Value |
|---|---|---|
| Point load | node K81 | X 0.00, Y 0.41, Z -1.39 kN |
| Point load | node K70 | X 0.00, Y 0.41, Z -1.39 kN |
| Point load on member | member S56 at 750 mm | X 0.00, Y 0.00, Z -6.21 kN |
| Point load on member | member S56 at 750 mm | X 0.00, Y 0.34, Z 0.00 kN |
| Point load on member | member S57 at 300 mm | X 0.00, Y 0.00, Z -0.95 kN |
| Point load on member | member S57 at 600 mm | X 0.00, Y 0.00, Z -0.20 kN |
| Point load on member | member S57 at 900 mm | X 0.00, Y 0.00, Z -0.24 kN |
| Point load on member | member S57 at 300 mm | X 0.00, Y 0.28, Z 0.00 kN |
| Point load on member | member S57 at 600 mm | X 0.00, Y 0.06, Z 0.00 kN |
| Point load on member | member S57 at 900 mm | X 0.00, Y 0.07, Z 0.00 kN |
| Point load on member | member S57 at 114 mm | X 0.00, Y 0.00, Z -0.20 kN |
| Point load on member | member S57 at 114 mm | X 0.00, Y 0.06, Z 0.00 kN |
| Point load on member | member S58 at 750 mm | X 0.00, Y 0.00, Z -1.21 kN |
| Point load on member | member S58 at 750 mm | X 0.00, Y 0.36, Z 0.00 kN |
| Point load on member | member S58 at 1200 mm | X 0.00, Y 0.00, Z -0.95 kN |
| Point load on member | member S58 at 1200 mm | X 0.00, Y 0.28, Z 0.00 kN |
| Point load on member | member S58 at 201 mm | X 0.00, Y 0.00, Z -0.57 kN |
| Point load on member | member S58 at 201 mm | X 0.00, Y 0.17, Z 0.00 kN |
| Point load on member | member S62 at 750 mm | X 0.00, Y 0.00, Z -6.21 kN |
| Point load on member | member S62 at 750 mm | X 0.00, Y 0.34, Z 0.00 kN |
| Point load on member | member S63 at 300 mm | X 0.00, Y 0.00, Z -0.95 kN |
| Point load on member | member S63 at 600 mm | X 0.00, Y 0.00, Z -0.20 kN |
| Point load on member | member S63 at 900 mm | X 0.00, Y 0.00, Z -0.24 kN |
| Point load on member | member S63 at 300 mm | X 0.00, Y 0.28, Z 0.00 kN |
| Point load on member | member S63 at 600 mm | X 0.00, Y 0.06, Z 0.00 kN |
| Point load on member | member S63 at 900 mm | X 0.00, Y 0.07, Z 0.00 kN |
| Point load on member | member S63 at 114 mm | X 0.00, Y 0.00, Z -0.20 kN |
| Point load on member | member S63 at 114 mm | X 0.00, Y 0.06, Z 0.00 kN |
| Point load on member | member S64 at 750 mm | X 0.00, Y 0.00, Z -1.21 kN |
| Point load on member | member S64 at 750 mm | X 0.00, Y 0.36, Z 0.00 kN |
| Point load on member | member S64 at 1200 mm | X 0.00, Y 0.00, Z -0.95 kN |
| Point load on member | member S64 at 1200 mm | X 0.00, Y 0.28, Z 0.00 kN |
| Point load on member | member S64 at 201 mm | X 0.00, Y 0.17, Z 0.00 kN |
| Point load on member | member S64 at 201 mm | X 0.00, Y 0.00, Z -0.57 kN |
| Point load on member | member m3 at 600 mm | X 0.00, Y 0.00, Z -0.20 kN |
| Point load on member | member m3 at 600 mm | X 0.00, Y 0.09, Z 0.00 kN |
| Point load on member | member m3 at 1161 mm | X 0.00, Y 0.00, Z -0.41 kN |
| Point load on member | member m3 at 1161 mm | X 0.00, Y 0.25, Z 0.00 kN |
| Point load on member | member m4 at 1200 mm | X 0.00, Y 0.00, Z -0.41 kN |
| Point load on member | member m4 at 900 mm | X 0.00, Y 0.00, Z -7.71 kN |
| Point load on member | member m4 at 900 mm | X 0.00, Y 2.31, Z 0.00 kN |
| Point load on member | member m4 at 600 mm | X 0.00, Y 0.00, Z -1.21 kN |
| Point load on member | member m4 at 600 mm | X 0.00, Y 0.36, Z 0.00 kN |
| Point load on member | member m4 at 300 mm | X 0.00, Y 0.00, Z -0.20 kN |
| Point load on member | member m4 at 300 mm | X 0.00, Y 0.06, Z 0.00 kN |
| Point load on member | member m4 at 1200 mm | X 0.00, Y 0.13, Z 0.00 kN |
| Point load on member | member m5 at 1086 mm | X 0.00, Y 0.00, Z -0.57 kN |
| Point load on member | member m5 at 1086 mm | X 0.00, Y 0.17, Z 0.00 kN |
| Point load on member | member m5 at 489 mm | X 0.00, Y 0.00, Z -1.20 kN |
| Point load on member | member m5 at 489 mm | X 0.00, Y 0.36, Z 0.00 kN |
| Point load on member | member m8 at 600 mm | X 0.00, Y 0.00, Z -0.20 kN |
| Point load on member | member m8 at 600 mm | X 0.00, Y 0.09, Z 0.00 kN |
| Point load on member | member m8 at 1161 mm | X 0.00, Y 0.00, Z -0.41 kN |
| Point load on member | member m8 at 1161 mm | X 0.00, Y 0.25, Z 0.00 kN |
| Point load on member | member m9 at 1200 mm | X 0.00, Y 0.00, Z -0.41 kN |
| Point load on member | member m9 at 900 mm | X 0.00, Y 0.00, Z -7.71 kN |
| Point load on member | member m9 at 900 mm | X 0.00, Y 2.31, Z 0.00 kN |
| Point load on member | member m9 at 600 mm | X 0.00, Y 0.00, Z -1.21 kN |
| Point load on member | member m9 at 600 mm | X 0.00, Y 0.36, Z 0.00 kN |
| Point load on member | member m9 at 300 mm | X 0.00, Y 0.00, Z -0.20 kN |
| Point load on member | member m9 at 300 mm | X 0.00, Y 0.06, Z 0.00 kN |
| Point load on member | member m9 at 1200 mm | X 0.00, Y 0.13, Z 0.00 kN |
| Point load on member | member m10 at 1086 mm | X 0.00, Y 0.00, Z -0.57 kN |
| Point load on member | member m10 at 489 mm | X 0.00, Y 0.00, Z -1.20 kN |
| Point load on member | member m10 at 489 mm | X 0.00, Y 0.36, Z 0.00 kN |
Loads: BG3 Wind X
| Type | On | Value |
|---|---|---|
| Point load | node K76 | X -2.04, Y 0.00, Z 0.00 kN |
| Point load | node K65 | X -2.04, Y 0.00, Z 0.00 kN |
| Point load | node K78 | X -1.30, Y 0.00, Z 0.00 kN |
| Point load | node K67 | X -1.30, Y 0.00, Z 0.00 kN |
| Point load | node K80 | X -1.76, Y 0.00, Z 0.00 kN |
| Point load | node K69 | X -1.76, Y 0.00, Z 0.00 kN |
| Line load | member S3 | X -0.62, Y 0.00, Z 0.00 kN/m |
| Line load | member S60 | X -0.62, Y 0.00, Z 0.00 kN/m |
| Line load | member m1 | X -0.62, Y 0.00, Z 0.00 kN/m |
| Line load | member m2 | X -0.62, Y 0.00, Z 0.00 kN/m |
| Line load | member m6 | X -0.62, Y 0.00, Z 0.00 kN/m |
| Line load | member m7 | X -0.62, Y 0.00, Z 0.00 kN/m |
Loads: BG4 Wind Y
| Type | On | Value |
|---|---|---|
| Point load | node K81 | X 0.00, Y 0.08, Z 0.00 kN |
| Point load | node K70 | X 0.00, Y 0.08, Z 0.00 kN |
| Point load on member | member S56 at 750 mm | X 0.00, Y 0.25, Z 0.00 kN |
| Point load on member | member S57 at 300 mm | X 0.00, Y 0.07, Z 0.00 kN |
| Point load on member | member S57 at 600 mm | X 0.00, Y 0.01, Z 0.00 kN |
| Point load on member | member S57 at 900 mm | X 0.00, Y 0.03, Z 0.00 kN |
| Point load on member | member S57 at 114 mm | X 0.00, Y 0.01, Z 0.00 kN |
| Point load on member | member S58 at 750 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member S58 at 1200 mm | X 0.00, Y 0.07, Z 0.00 kN |
| Point load on member | member S58 at 201 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member S62 at 750 mm | X 0.00, Y 0.25, Z 0.00 kN |
| Point load on member | member S63 at 300 mm | X 0.00, Y 0.07, Z 0.00 kN |
| Point load on member | member S63 at 600 mm | X 0.00, Y 0.01, Z 0.00 kN |
| Point load on member | member S63 at 900 mm | X 0.00, Y 0.03, Z 0.00 kN |
| Point load on member | member S63 at 114 mm | X 0.00, Y 0.01, Z 0.00 kN |
| Point load on member | member S64 at 750 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member S64 at 1200 mm | X 0.00, Y 0.07, Z 0.00 kN |
| Point load on member | member S64 at 201 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member m3 at 600 mm | X 0.00, Y 0.01, Z 0.00 kN |
| Point load on member | member m3 at 1161 mm | X 0.00, Y 0.03, Z 0.00 kN |
| Point load on member | member m4 at 900 mm | X 0.00, Y 0.13, Z 0.00 kN |
| Point load on member | member m4 at 600 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member m4 at 300 mm | X 0.00, Y 0.01, Z 0.00 kN |
| Point load on member | member m4 at 1200 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member m5 at 1086 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member m5 at 489 mm | X 0.00, Y 0.08, Z 0.00 kN |
| Point load on member | member m8 at 600 mm | X 0.00, Y 0.01, Z 0.00 kN |
| Point load on member | member m8 at 1161 mm | X 0.00, Y 0.03, Z 0.00 kN |
| Point load on member | member m9 at 900 mm | X 0.00, Y 0.13, Z 0.00 kN |
| Point load on member | member m9 at 600 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member m9 at 300 mm | X 0.00, Y 0.01, Z 0.00 kN |
| Point load on member | member m9 at 1200 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member m10 at 1086 mm | X 0.00, Y 0.05, Z 0.00 kN |
| Point load on member | member m10 at 489 mm | X 0.00, Y 0.08, Z 0.00 kN |
The self weight of members, walls and slabs is automatic (case SW) and is not drawn. Loads are shown as in the model; combination factors are in the table at the end.
6. Load combinations
Consequence class CC2, new build.
| Combination | Kind | SW | G | Q | W1 | W2 |
|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | ULS | 1.2 | 0 | 1.5 | 0 | 0 |
| 2/2 0.90 BG1 | ULS | 0.9 | 0 | 0 | 0 | 0 |
| 1/3 1.20 BG1 | ULS | 1.2 | 0 | 0 | 0 | 0 |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | ULS | 1.2 | 0 | 1.5 | 1.5 | 0 |
| 4/5 1.20 BG1 + 1.50 BG3 | ULS | 1.2 | 0 | 0 | 1.5 | 0 |
| 11/6 0.90 BG1 + 1.50 BG2 | ULS | 0.9 | 0 | 1.5 | 0 | 0 |
| 11/1 0.90 BG1 + 1.50 BG2 | ULS | 0.9 | 0 | 1.5 | 0 | 0 |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | ULS | 0.9 | 0 | 1.5 | 1.5 | 0 |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | ULS | 0.9 | 0 | 1.5 | 0 | 1.5 |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | ULS | 1.35 | 0 | 1.5 | 0 | 1.5 |
| SLS BG1 | SLS | 1 | 0 | 0 | 0 | 0 |
SW = BG1 Self weight; G = Permanent; Q = BG2 Pipes and friction; W1 = BG3 Wind X; W2 = BG4 Wind Y. SW = self weight.
7. Moments, normal forces and shear forces
Bending moment
Maximum -142.1 kNm in member S3, x = 0 mm. (7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2)
Normal force
Maximum -289.7 kN (− compression) in member S60, x = 0 mm. (/2 1.35 BG1 + 1.50 BG2 + 1.50 BG4)
Shear force
Maximum 49.5 kN in member S67, x = 0 mm. (/2 1.35 BG1 + 1.50 BG2 + 1.50 BG4)
Largest section forces per member — 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2
| Member | L (mm) | |M| max (kNm) | N at max |N| (kN) | |V| max (kN) |
|---|---|---|---|---|
| S3 | 3833 | 142.1 | -137.8 | 17.4 |
| S60 | 3833 | 133.5 | -257.7 | 15.5 |
| m2 | 1917 | 82.7 | -131.1 | 13.4 |
| m7 | 1917 | 80.3 | -180.1 | 12.5 |
| m1 | 3750 | 58.8 | -113.4 | 11.6 |
| m6 | 3750 | 58.0 | -162.3 | 10.7 |
| S67 | 3000 | 56.0 | 0.2 | 42.1 |
| S66 | 3000 | 31.1 | 0.8 | 25.4 |
| m4 | 1500 | 15.6 | 0.0 | 18.7 |
| m9 | 1500 | 15.6 | 0.0 | 18.7 |
| S61 | 2000 | 14.2 | -76.6 | 5.8 |
| S55 | 2000 | 12.8 | -65.3 | 5.6 |
The 12 members with the largest moment. All members are in the calculation; open a member for the full values.
Section forces: extremes per member over all ULS combinations
| Member | N | Vstrong | Vweak | Mx (torsion) | Mstrong | Mweak |
|---|---|---|---|---|---|---|
| S3 | -162.01 1/3 @ 0 | 17.44 7/4 @ 0 | 9.82 /1 @ 0 | 2.14 /1 @ 0 | -142.09 7/4 @ 0 | 37.64 /1 @ 3833 |
| S55 | -70.32 /2 @ 0 | 5.70 4/5 @ 0 | 3.58 /1 @ 0 | 0.81 6/1 @ 0 | -17.52 4/5 @ 0 | 7.04 /1 @ 2000 |
| S56 | -3.06 7/4 @ 0 | -14.28 /2 @ 1500 | -0.89 /1 @ 750 | 0.00 @ 0 | -10.71 /2 @ 1500 | -0.66 /1 @ 1500 |
| S57 | -1.95 7/4 @ 0 | -7.35 /2 @ 1500 | -0.89 /1 @ 900 | 0.00 @ 0 | -6.34 /2 @ 1500 | -0.96 /1 @ 1500 |
| S58 | -2.64 7/4 @ 0 | -9.06 /2 @ 1500 | -1.47 /1 @ 1200 | 0.00 @ 0 | -6.62 /2 @ 1500 | -1.05 /1 @ 1500 |
| S59 | -36.69 /2 @ 0 | 3.06 4/5 @ 0 | -1.38 1/3 @ 0 | 0.31 6/1 @ 0 | 6.52 /1 @ 0 | 2.73 /1 @ 2000 |
| S60 | -289.68 /2 @ 0 | 16.49 4/5 @ 0 | 10.42 /2 @ 0 | 2.09 /1 @ 0 | -133.55 7/4 @ 0 | 39.92 /2 @ 3833 |
| S61 | -84.52 /2 @ 0 | 5.79 7/4 @ 0 | 5.94 /2 @ 0 | 0.66 6/1 @ 0 | -17.52 4/5 @ 0 | 8.79 /2 @ 2000 |
| S62 | -3.06 7/4 @ 0 | -14.28 /2 @ 1500 | -0.88 /1 @ 750 | 0.00 @ 0 | -10.71 /2 @ 1500 | -0.66 /1 @ 1500 |
| S63 | -1.95 7/4 @ 0 | -7.35 /2 @ 1500 | -0.88 /1 @ 900 | 0.00 @ 0 | -6.34 /2 @ 1500 | -0.96 /1 @ 1500 |
| S64 | -2.64 7/4 @ 0 | -9.06 /2 @ 1500 | -1.47 /1 @ 1200 | 0.00 @ 0 | -6.62 /2 @ 1500 | -1.05 /1 @ 1500 |
| S65 | -42.12 /2 @ 0 | 3.20 7/4 @ 0 | 3.01 /2 @ 0 | 0.37 6/1 @ 0 | -6.12 4/5 @ 0 | 6.09 /2 @ 2000 |
| S66 | 0.86 /2 @ 0 | -30.01 /2 @ 3000 | -0.56 /1 @ 0 | -0.56 6/1 @ 0 | -37.10 /2 @ 3000 | 0.88 /1 @ 0 |
| S67 | 0.20 /2 @ 0 | 49.45 /2 @ 0 | -0.52 /1 @ 0 | -0.58 /1 @ 0 | -66.04 /2 @ 0 | -0.80 /1 @ 3000 |
| S68 | -1.56 /2 @ 0 | 7.06 /2 @ 0 | 0.17 /1 @ 0 | -0.10 6/1 @ 0 | -6.09 /2 @ 0 | -0.28 /1 @ 0 |
| S69 | 0.12 1/3 @ 0 | 8.73 /2 @ 0 | -0.05 /1 @ 0 | -0.13 6/1 @ 0 | -8.73 /2 @ 0 | -0.12 /1 @ 3000 |
| m1 | -120.93 /2 @ 0 | 11.57 7/4 @ 0 | 9.69 /1 @ 0 | 2.94 /1 @ 0 | -58.77 7/4 @ 0 | 31.56 /1 @ 3750 |
| m2 | -140.92 /2 @ 0 | 13.35 7/4 @ 0 | 9.69 /1 @ 0 | 2.94 /1 @ 0 | -82.65 7/4 @ 0 | -23.34 /1 @ 0 |
| m3 | 0.00 @ 0 | 5.88 /2 @ 0 | 0.57 /1 @ 0 | 0.00 @ 0 | -4.62 /2 @ 0 | -0.58 /1 @ 0 |
| m4 | 0.00 @ 0 | 19.26 /2 @ 0 | 4.65 /1 @ 0 | 0.00 @ 0 | -16.05 /2 @ 0 | -4.02 /1 @ 0 |
| m5 | 0.00 @ 0 | 9.71 /2 @ 0 | 1.73 /1 @ 0 | 0.00 @ 0 | -8.66 /2 @ 0 | -1.78 /1 @ 0 |
| m6 | -180.25 /2 @ 0 | 11.14 4/5 @ 0 | 10.61 /2 @ 0 | 2.87 /1 @ 0 | -58.04 7/4 @ 0 | 34.01 /2 @ 3750 |
| m7 | -200.25 /2 @ 0 | 12.92 4/5 @ 0 | 10.61 /2 @ 0 | 2.87 /1 @ 0 | -80.27 7/4 @ 0 | -26.12 /2 @ 0 |
| m8 | 0.00 @ 0 | 5.88 /2 @ 0 | 0.57 /1 @ 0 | 0.00 @ 0 | -4.62 /2 @ 0 | -0.58 /1 @ 0 |
| m9 | 0.00 @ 0 | 19.26 /2 @ 0 | 4.65 /1 @ 0 | 0.00 @ 0 | -16.05 /2 @ 0 | -4.02 /1 @ 0 |
| m10 | 0.00 @ 0 | 9.71 /2 @ 0 | 1.47 /1 @ 0 | 0.00 @ 0 | -8.66 /2 @ 0 | -1.51 /1 @ 0 |
Value of the largest magnitude per component, with the combination number and the position x (mm) below it; the full combination name is in the tooltip. Forces in kN, moments in kNm, member axes.
Support reactions
Largest vertical reaction 289.7 kN at node K72. Total vertical reaction 436.0 kN. (/2 1.35 BG1 + 1.50 BG2 + 1.50 BG4)
Support reactions (envelope of the ULS combinations)
| Support | Node | x, y, z (mm) | FX (kN) | FY (kN) | FZ (kN) | Mx (kNm) | My (kNm) | Mz (kNm) |
|---|---|---|---|---|---|---|---|---|
| S1 | K5 | 14000, -11500, 0 | 17.4 | -9.8 | 162.0 | 0.0 | -142.1 | -2.1 |
| S2 | K72 | 14000, -8500, 0 | 16.5 | -10.4 | 289.7 | 0.0 | -133.5 | -2.1 |
For every component the value of the largest magnitude over all ULS combinations (sign as in the global axes, Z up), so the horizontal reactions and the support moments are included. The largest vertical reaction (total 436.0 kN) occurs in /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4. Forces in kN, moments in kNm.
Support reactions per ULS combination
| Support | Combination | FX (kN) | FY (kN) | FZ (kN) | Mx (kNm) | My (kNm) | Mz (kNm) | ex (mm) | ey (mm) |
|---|---|---|---|---|---|---|---|---|---|
| S1 (K5) | 6/1 1.20 BG1 + 1.50 BG2 | 0.95 | -8.19 | 137.79 | 0.00 | -9.93 | -2.12 | -72.1 | 0.0 |
| S1 (K5) | 2/2 0.90 BG1 | 0.00 | 0.24 | 121.51 | 0.00 | 0.00 | 0.00 | 0.0 | 0.0 |
| S1 (K5) | 1/3 1.20 BG1 | 0.00 | 0.32 | 162.01 | 0.00 | 0.00 | 0.00 | 0.0 | 0.0 |
| S1 (K5) | 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 17.44 | -8.19 | 137.79 | 0.00 | -142.09 | -2.12 | -1031.2 | 0.0 |
| S1 (K5) | 4/5 1.20 BG1 + 1.50 BG3 | 16.49 | 0.32 | 162.01 | 0.00 | -132.16 | 0.00 | -815.7 | 0.0 |
| S1 (K5) | 11/6 0.90 BG1 + 1.50 BG2 | 0.95 | -8.27 | 97.29 | 0.00 | -9.93 | -2.12 | -102.1 | 0.0 |
| S1 (K5) | 11/1 0.90 BG1 + 1.50 BG2 | 0.95 | -8.27 | 97.29 | 0.00 | -9.93 | -2.12 | -102.1 | 0.0 |
| S1 (K5) | 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 17.44 | -8.27 | 97.29 | 0.00 | -142.09 | -2.12 | -1460.5 | 0.0 |
| S1 (K5) | /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.97 | -9.82 | 85.59 | 0.00 | -9.98 | -2.14 | -116.6 | 0.0 |
| S1 (K5) | /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.97 | -9.70 | 146.34 | 0.00 | -9.98 | -2.14 | -68.2 | 0.0 |
| S2 (K72) | 6/1 1.20 BG1 + 1.50 BG2 | -0.95 | -8.83 | 257.72 | 0.00 | -1.39 | -2.07 | -5.4 | 0.0 |
| S2 (K72) | 2/2 0.90 BG1 | 0.00 | -0.24 | 121.51 | 0.00 | 0.00 | 0.00 | 0.0 | 0.0 |
| S2 (K72) | 1/3 1.20 BG1 | 0.00 | -0.32 | 162.01 | 0.00 | 0.00 | 0.00 | 0.0 | 0.0 |
| S2 (K72) | 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 15.53 | -8.83 | 257.72 | 0.00 | -133.55 | -2.07 | -518.2 | 0.0 |
| S2 (K72) | 4/5 1.20 BG1 + 1.50 BG3 | 16.49 | -0.32 | 162.01 | 0.00 | -132.16 | 0.00 | -815.7 | 0.0 |
| S2 (K72) | 11/6 0.90 BG1 + 1.50 BG2 | -0.95 | -8.75 | 217.22 | 0.00 | -1.39 | -2.07 | -6.4 | 0.0 |
| S2 (K72) | 11/1 0.90 BG1 + 1.50 BG2 | -0.95 | -8.75 | 217.22 | 0.00 | -1.39 | -2.07 | -6.4 | 0.0 |
| S2 (K72) | 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 15.53 | -8.75 | 217.22 | 0.00 | -133.55 | -2.07 | -614.8 | 0.0 |
| S2 (K72) | /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | -0.97 | -10.30 | 228.92 | 0.00 | -1.33 | -2.09 | -5.8 | 0.0 |
| S2 (K72) | /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | -0.97 | -10.42 | 289.68 | 0.00 | -1.33 | -2.09 | -4.6 | 0.0 |
Global axes (Z up). e: distance of the line of action of the vertical reaction from the node along the named axis (e = M/Rz with the sign of the moment about the other horizontal axis). For the x axis this is the same quantity and sign as ex = −My/Rz in SCIA Engineer.
Vertical support reactions: envelope of the ULS combinations (min / max)
| Support | Node | Min (kN) | Max (kN) |
|---|---|---|---|
| S1 | K5 | 85.59 | 162.01 |
| S2 | K72 | 121.51 | 289.68 |
Deformation
Maximum displacement 0.16 mm at node S62. (SLS BG1)
Deflection and sway check (SLS)
| Member | L (mm) | δ (mm) | Limit | Limit (mm) | δ / limit | |
|---|---|---|---|---|---|---|
| S68 | 3000 | 0.07 | L/250 | 12.00 | 0.01 | within the limit |
| S69 | 3000 | 0.05 | L/250 | 12.00 | 0.00 | within the limit |
| S67 | 3000 | 0.05 | L/250 | 12.00 | 0.00 | within the limit |
| S66 | 3000 | 0.04 | L/250 | 12.00 | 0.00 | within the limit |
| S62 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| m3 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| m8 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| m9 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| S56 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| S57 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| S63 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| S64 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| m4 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| S58 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
| m5 | 1500 | 0.02 | L/250 (2L) | 12.00 | 0.00 | within the limit |
δ is the largest deflection relative to the chord between the member ends (columns: the horizontal sway of the top relative to the bottom, h = height; the bending of the column itself is not part of this check) in SLS BG1. Standard limit L/250; set a stricter limit (e.g. L/500 with masonry or a brittle finish) per member. The values are project requirements: check the National Annex.
Results per combination
| Combination | M min (kNm) | M max (kNm) | V min (kN) | V max (kN) | N min (kN) | N max (kN) | Vertical reaction (kN): S1 / S2 | Max. displacement (mm) |
|---|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | -55.97 | 50.56 | -25.43 | 42.13 | -257.72 | 0.77 | 137.79 / 257.72 | 5.56 |
| 2/2 0.90 BG1 | -2.48 | 1.70 | -4.97 | 4.97 | -121.51 | 0.58 | 121.51 / 121.51 | 0.14 |
| 1/3 1.20 BG1 | -3.31 | 2.27 | -6.62 | 6.62 | -162.01 | 0.77 | 162.01 / 162.01 | 0.19 |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | -142.09 | 50.56 | -25.43 | 42.13 | -257.72 | 0.77 | 137.79 / 257.72 | 20.57 |
| 4/5 1.20 BG1 + 1.50 BG3 | -132.16 | 2.27 | -6.62 | 16.49 | -162.01 | 0.77 | 162.01 / 162.01 | 18.56 |
| 11/6 0.90 BG1 + 1.50 BG2 | -55.29 | 51.24 | -23.78 | 40.48 | -217.22 | 0.57 | 97.29 / 217.22 | 5.55 |
| 11/1 0.90 BG1 + 1.50 BG2 | -55.29 | 51.24 | -23.78 | 40.48 | -217.22 | 0.57 | 97.29 / 217.22 | 5.55 |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | -142.09 | 51.24 | -23.78 | 40.48 | -217.22 | 0.57 | 97.29 / 217.22 | 20.56 |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | -65.03 | 60.98 | -27.53 | 46.97 | -228.92 | 0.57 | 85.59 / 228.92 | 6.49 |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | -66.04 | 59.97 | -30.01 | 49.45 | -289.68 | 0.86 | 146.34 / 289.68 | 6.49 |
| SLS BG1 | -2.76 | 1.89 | -5.52 | 5.52 | -135.01 | 0.64 | 135.01 / 135.01 | 0.16 |
Moment and shear force about the strong axis, section forces at 21 points per member; N − = compression. Displacement: the largest, including between the nodes.
8. Unity checks and calculations
Members coloured by their governing unity check: green up to UC 1.00, red above. The deflection check counts too.
| Member | Section | UC | Governing check |
|---|---|---|---|
| S68 | RECT 250x350 | 2.80 exceeds 1.00 | -: Max. stirrup spacing with torsion |
| S69 | RECT 250x350 | 2.80 exceeds 1.00 | -: Max. stirrup spacing with torsion |
| S3 | RECT 450x700 | 2.08 exceeds 1.00 | -: Max. spacing in dense zone |
| S60 | RECT 450x700 | 2.08 exceeds 1.00 | -: Max. spacing in dense zone |
| S66 | RECT 300x500 | 1.99 exceeds 1.00 | -: Max. stirrup spacing with torsion |
| S67 | RECT 300x500 | 1.99 exceeds 1.00 | -: Max. stirrup spacing with torsion |
| S56 | RECT 250x400 | 1.13 exceeds 1.00 | -: Max. longitudinal stirrup spacing |
| S57 | RECT 250x400 | 1.13 exceeds 1.00 | -: Max. longitudinal stirrup spacing |
| S58 | RECT 250x400 | 1.13 exceeds 1.00 | -: Max. longitudinal stirrup spacing |
| S62 | RECT 250x400 | 1.13 exceeds 1.00 | -: Max. longitudinal stirrup spacing |
| S63 | RECT 250x400 | 1.13 exceeds 1.00 | -: Max. longitudinal stirrup spacing |
| S64 | RECT 250x400 | 1.13 exceeds 1.00 | -: Max. longitudinal stirrup spacing |
| m3 | RECT 250x400 | 0.00 | deflection (SLS) |
| m8 | RECT 250x400 | 0.00 | deflection (SLS) |
| m9 | RECT 250x400 | 0.00 | deflection (SLS) |
| m4 | RECT 250x400 | 0.00 | deflection (SLS) |
| m5 | RECT 250x400 | 0.00 | deflection (SLS) |
| m10 | RECT 250x400 | 0.00 | deflection (SLS) |
| m2 | RECT 450x700 | 0.00 | sway (SLS) |
| m7 | RECT 450x700 | 0.00 | sway (SLS) |
| m6 | RECT 450x700 | 0.00 | sway (SLS) |
| m1 | RECT 450x700 | 0.00 | sway (SLS) |
| S59 | RECT 450x500 | 0.00 | sway (SLS) |
| S65 | RECT 450x500 | 0.00 | sway (SLS) |
| S55 | RECT 450x500 | 0.00 | sway (SLS) |
| S61 | RECT 450x500 | 0.00 | sway (SLS) |
Capacity response check (cracked section under the first-order forces)
| Member | Combination | x (mm) | N (kN) | My (kNm) | Mz (kNm) | xc (mm) | εc (‰) | σc (N/mm²) | εs (‰) | σs (N/mm²) | UC xu | UC check | UC strength |
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
| S3 | 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 3833 | 70.6 | -82.08 | -31.71 | 345 | 0.454 | 2.77 | 0.457 | 91.3 | – | 0.26 | 0.19 |
| S56 | /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 1500 | 0.0 | -9.47 | 0.66 | 170 | 0.279 | 1.70 | 0.365 | 73.0 | 0.43 | 0.43 | 0.18 |
| S57 | /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 1500 | 0.0 | -5.09 | 0.96 | 186 | 0.191 | 1.16 | 0.228 | 45.7 | 0.66 | 0.66 | 0.10 |
| S58 | 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 1500 | 2.6 | -5.38 | 0.86 | 192 | 0.193 | 1.18 | 0.219 | 43.7 | 0.69 | 0.69 | 0.10 |
| S60 | 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 3833 | 222.2 | -80.84 | -33.85 | 417 | 0.483 | 2.94 | 0.317 | 63.4 | – | 0.28 | 0.18 |
| S62 | /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 1500 | 0.0 | -9.47 | 0.66 | 170 | 0.279 | 1.70 | 0.365 | 73.0 | 0.43 | 0.43 | 0.18 |
| S63 | /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 1500 | 0.0 | -5.09 | 0.96 | 186 | 0.191 | 1.16 | 0.228 | 45.7 | 0.66 | 0.66 | 0.10 |
| S64 | 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 1500 | 2.6 | -5.38 | 0.86 | 192 | 0.193 | 1.18 | 0.219 | 43.7 | 0.69 | 0.69 | 0.10 |
| S66 | 11/6 0.90 BG1 + 1.50 BG2 | 3000 | -0.6 | -30.38 | 0.74 | 198 | 0.252 | 1.53 | 0.351 | 70.3 | 0.30 | 0.30 | 0.19 |
| S67 | /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0 | -0.2 | -66.04 | -0.77 | 191 | 0.525 | 3.20 | 0.746 | 149.3 | 0.29 | 0.43 | 0.41 |
| S68 | 2/2 0.90 BG1 | 3000 | 1.0 | -1.34 | 0.00 | 107 | 0.050 | 0.31 | 0.094 | 18.9 | 0.28 | 0.28 | 0.05 |
| S69 | /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0 | 0.0 | -8.73 | -0.05 | 100 | 0.325 | 1.98 | 0.685 | 137.1 | 0.26 | 0.39 | 0.37 |
Per member the position with the largest check value. N compression positive; My sagging positive, Mz as used in the biaxial ray. UC check = largest of σc/fcd, εc/εcu, εs/εud, σs/fyd and, for beams, UC xu (NEN-EN 1992-1-1+NB 6.1(9)). UC strength: ray through the 3-D interaction surface. For columns the forces are first order (without second order and minimum eccentricity).
Provided longitudinal reinforcement
| Member | Section | Bars | As (mm²) | z > 0 (mm²) | z < 0 (mm²) | y > 0 (mm²) | y < 0 (mm²) |
|---|---|---|---|---|---|---|---|
| S3 | RECT 450x700 | 4Ø28 + 4Ø26 + 2Ø12 | 4813 | 2293 | 2293 | 2406 | 2406 |
| S56 | RECT 250x400 | 3Ø14 + 2Ø10 | 619 | 462 | 157 | 232 | 232 |
| S57 | RECT 250x400 | 3Ø14 + 2Ø10 | 619 | 462 | 157 | 232 | 232 |
| S58 | RECT 250x400 | 3Ø14 + 2Ø10 | 619 | 462 | 157 | 232 | 232 |
| S60 | RECT 450x700 | 4Ø28 + 4Ø26 + 2Ø12 | 4813 | 2293 | 2293 | 2406 | 2406 |
| S62 | RECT 250x400 | 3Ø14 + 2Ø10 | 619 | 462 | 157 | 232 | 232 |
| S63 | RECT 250x400 | 3Ø14 + 2Ø10 | 619 | 462 | 157 | 232 | 232 |
| S64 | RECT 250x400 | 3Ø14 + 2Ø10 | 619 | 462 | 157 | 232 | 232 |
| S66 | RECT 300x500 | 6Ø22 | 2281 | 1140 | 1140 | 760 | 760 |
| S67 | RECT 300x500 | 6Ø22 | 2281 | 1140 | 1140 | 760 | 760 |
| S68 | RECT 250x350 | 6Ø10 | 471 | 236 | 236 | 157 | 157 |
| S69 | RECT 250x350 | 6Ø10 | 471 | 236 | 236 | 157 | 157 |
Bar areas on each side of the section centre (z up in the section axes, y across the width); bars on an axis are in none of the four columns.
Member calculations
Detailed calculations of the members with a check (concrete EN 1992-1-1, steel EN 1993-1-1 / AISC 360).
Column S3 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Compression positive. Concrete diagram: bilinear (3.1.7); steel: bilinear, horizontal branch, B500B; εcu = 3.5‰. Dutch national annex values.
1. Input
Section and material
| Section | rectangle 450 × 700 mm (b × h) | |
| Length L | 3833 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| Reinforcement | FeB400 | |
| fyd | fyk/γs = 400/1.15 | 347.8 N/mm² |
| Ac | 3.15e+5 mm² | |
| As | 10 bars | 4813 mm² |
| ρ = As/Ac | 1.53 % | |
| Stirrups | Ø8-300 (dense zone Ø8-300) | |
| Cover to stirrup | 30 mm | |
| Buckling length l0 | free end: l0 = 2·L | 7666 / 7666 mm (h-dir / b-dir) |
| Frame | braced | |
| φef | 0 |
2. Result per combination
| Combination | UC max | Governing section | Governing check |
|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.10 | head | Torsion (+ shear) |
| 2/2 0.90 BG1 | 0.03 | foot | N-M (biaxial) |
| 1/3 1.20 BG1 | 0.04 | foot | N-M (biaxial) |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.22 | foot | N-M (biaxial) |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.19 | foot | N-M (biaxial) |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.11 | head | Torsion (+ shear) |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.11 | head | Torsion (+ shear) |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.23 | foot | N-M (biaxial) |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.13 | head | N-M (biaxial) |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.12 | head | N-M (biaxial) |
3. Detailing (8.2, 9.5)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. longitudinal bar diameter | 9.5.2(1) | 0.67 | Ø12 ≥ Ø8 mm |
| Min. longitudinal reinforcement | 9.5.2(2) | 0.13 | A_s = 4813 mm² ≥ A_s,min = max(0.10 N_Ed/f_yd; 0.002 A_c) = 630 mm² |
| Max. longitudinal reinforcement | 9.5.2(3) | 0.38 | A_s = 4813 mm² ≤ 0.04 A_c = 12600 mm² (outside lap splices) |
| Min. stirrup diameter | 9.5.3(1) | 0.88 | Ø8 ≥ max(6; Ø_max/4) = 7.0 mm |
| Max. stirrup spacing | 9.5.3(3) | 1.25 | s = 300 mm ≤ min(20·Ø_min; min(b,h); 400) = 240 mm |
| Max. spacing in dense zone | 9.5.3(4) | 2.08 | s = 300 mm ≤ 0.6·s_max = 144 mm (zone 700 mm at head and foot) |
| Min. clear distance between bars | 8.2(2) | 0.32 | 88 mm ≥ max(Ø; d_g+5; 20) = 28 mm |
| Bars restrained by stirrup (≤ 150 mm) | 9.5.3(6) | 0.00 | All bars at corners or restrained by a stirrup leg |
| Max. stirrup spacing with torsion | 9.2.3(3) | 1.37 | s = 300 mm ≤ u_k/8 = 219 mm (closed stirrups with lapped ends assumed) |
4. N-M interaction diagrams
Blue = design resistance (strain equilibrium, εcu = 3.5‰); dots = NEd/MEd per combination and section including second order and minimum eccentricity (green ≤ 1, red > 1).
5. Calculation of the governing combination
No result for the governing combination.
Conclusion
Maximum unity check of the column = 2.08 (exceeds 1.0) (combination “-”, detailing, Max. spacing in dense zone).
Beam S56 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 250 × 400 mm (b × h) | |
| Span L | 1500 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 2Ø10 As = 157 mm² | |
| Top bars | 3Ø10 As = 462 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 357 / 355 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.20 | x = 1500 | 0.37 | 0.36 | x = 1500 | 0.00 | 0 / 10.3 kNm |
| 2/2 0.90 BG1 | 0.05 | x = 1500 | 0.33 | 0.09 | x = 1500 | 0.00 | 0 / 2.5 kNm |
| 1/3 1.20 BG1 | 0.06 | x = 1500 | 0.33 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.19 | x = 1500 | 0.40 | 0.36 | x = 1500 | 0.00 | 0 / 10.3 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.05 | x = 1500 | 0.43 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.18 | x = 1500 | 0.38 | 0.33 | x = 1500 | 0.00 | 0 / 9.5 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.18 | x = 1500 | 0.38 | 0.33 | x = 1500 | 0.00 | 0 / 9.5 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.17 | x = 1500 | 0.41 | 0.33 | x = 1500 | 0.00 | 0 / 9.5 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.18 | x = 1500 | 0.43 | 0.33 | x = 1500 | 0.00 | 0 / 9.5 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.21 | x = 1500 | 0.42 | 0.38 | x = 1500 | 0.00 | 0 / 10.7 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.74 | A_s = 157 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 116 mm² (d = 357 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.25 | Hogging moment present: A_s = 462 mm² ≥ 115 mm² (d = 355 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.15 | A_s = 619 mm² ≤ 0.04 A_c = 4000 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.60 | ρ_w = A_sw/(s·b) = 1.34‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 1.13 | s = 300 mm ≤ 0.75 d = 266 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.32 | 66 mm ≥ max(Ø; d_g+5; 20) = 21 mm |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 1.13 (exceeds 1.0) (detailing, Max. longitudinal stirrup spacing).
Beam S57 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 250 × 400 mm (b × h) | |
| Span L | 1500 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 2Ø10 As = 157 mm² | |
| Top bars | 3Ø10 As = 462 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 357 / 355 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.12 | x = 1500 | 0.56 | 0.18 | x = 1500 | 0.00 | 0 / 5.9 kNm |
| 2/2 0.90 BG1 | 0.05 | x = 1500 | 0.33 | 0.09 | x = 1500 | 0.00 | 0 / 2.5 kNm |
| 1/3 1.20 BG1 | 0.06 | x = 1500 | 0.33 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.11 | x = 1500 | 0.61 | 0.18 | x = 1500 | 0.00 | 0 / 5.9 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.06 | x = 1500 | 0.39 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.10 | x = 1500 | 0.60 | 0.15 | x = 1500 | 0.00 | 0 / 5.1 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.10 | x = 1500 | 0.60 | 0.15 | x = 1500 | 0.00 | 0 / 5.1 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.10 | x = 1500 | 0.66 | 0.15 | x = 1500 | 0.00 | 0 / 5.1 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.10 | x = 1500 | 0.66 | 0.15 | x = 1500 | 0.00 | 0 / 5.1 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.12 | x = 1500 | 0.60 | 0.19 | x = 1500 | 0.00 | 0 / 6.3 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.74 | A_s = 157 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 116 mm² (d = 357 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.25 | Hogging moment present: A_s = 462 mm² ≥ 115 mm² (d = 355 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.15 | A_s = 619 mm² ≤ 0.04 A_c = 4000 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.60 | ρ_w = A_sw/(s·b) = 1.34‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 1.13 | s = 300 mm ≤ 0.75 d = 266 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.32 | 66 mm ≥ max(Ø; d_g+5; 20) = 21 mm |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 1.13 (exceeds 1.0) (detailing, Max. longitudinal stirrup spacing).
Beam S58 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 250 × 400 mm (b × h) | |
| Span L | 1500 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 2Ø10 As = 157 mm² | |
| Top bars | 3Ø10 As = 462 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 357 / 355 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.12 | x = 1500 | 0.58 | 0.23 | x = 1500 | 0.00 | 0 / 6.2 kNm |
| 2/2 0.90 BG1 | 0.05 | x = 1500 | 0.33 | 0.09 | x = 1500 | 0.00 | 0 / 2.5 kNm |
| 1/3 1.20 BG1 | 0.06 | x = 1500 | 0.33 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.11 | x = 1500 | 0.64 | 0.22 | x = 1500 | 0.00 | 0 / 6.2 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.06 | x = 1500 | 0.41 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.11 | x = 1500 | 0.62 | 0.20 | x = 1500 | 0.00 | 0 / 5.4 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.11 | x = 1500 | 0.62 | 0.20 | x = 1500 | 0.00 | 0 / 5.4 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.10 | x = 1500 | 0.69 | 0.19 | x = 1500 | 0.00 | 0 / 5.4 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.11 | x = 1500 | 0.67 | 0.20 | x = 1500 | 0.00 | 0 / 5.4 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.13 | x = 1500 | 0.61 | 0.24 | x = 1500 | 0.00 | 0 / 6.6 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.74 | A_s = 157 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 116 mm² (d = 357 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.25 | Hogging moment present: A_s = 462 mm² ≥ 115 mm² (d = 355 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.15 | A_s = 619 mm² ≤ 0.04 A_c = 4000 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.60 | ρ_w = A_sw/(s·b) = 1.34‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 1.13 | s = 300 mm ≤ 0.75 d = 266 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.32 | 66 mm ≥ max(Ø; d_g+5; 20) = 21 mm |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 1.13 (exceeds 1.0) (detailing, Max. longitudinal stirrup spacing).
Column S60 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Compression positive. Concrete diagram: bilinear (3.1.7); steel: bilinear, horizontal branch, B500B; εcu = 3.5‰. Dutch national annex values.
1. Input
Section and material
| Section | rectangle 450 × 700 mm (b × h) | |
| Length L | 3833 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| Reinforcement | FeB400 | |
| fyd | fyk/γs = 400/1.15 | 347.8 N/mm² |
| Ac | 3.15e+5 mm² | |
| As | 10 bars | 4813 mm² |
| ρ = As/Ac | 1.53 % | |
| Stirrups | Ø8-300 (dense zone Ø8-300) | |
| Cover to stirrup | 30 mm | |
| Buckling length l0 | free end: l0 = 2·L | 7666 / 7666 mm (h-dir / b-dir) |
| Frame | braced | |
| φef | 0 |
2. Result per combination
| Combination | UC max | Governing section | Governing check |
|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.12 | head | N-M (biaxial) |
| 2/2 0.90 BG1 | 0.03 | foot | N-M (biaxial) |
| 1/3 1.20 BG1 | 0.04 | foot | N-M (biaxial) |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.19 | foot | N-M (biaxial) |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.19 | foot | N-M (biaxial) |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.11 | head | N-M (biaxial) |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.11 | head | N-M (biaxial) |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.19 | foot | N-M (biaxial) |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.13 | head | N-M (biaxial) |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.14 | head | N-M (biaxial) |
3. Detailing (8.2, 9.5)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. longitudinal bar diameter | 9.5.2(1) | 0.67 | Ø12 ≥ Ø8 mm |
| Min. longitudinal reinforcement | 9.5.2(2) | 0.13 | A_s = 4813 mm² ≥ A_s,min = max(0.10 N_Ed/f_yd; 0.002 A_c) = 630 mm² |
| Max. longitudinal reinforcement | 9.5.2(3) | 0.38 | A_s = 4813 mm² ≤ 0.04 A_c = 12600 mm² (outside lap splices) |
| Min. stirrup diameter | 9.5.3(1) | 0.88 | Ø8 ≥ max(6; Ø_max/4) = 7.0 mm |
| Max. stirrup spacing | 9.5.3(3) | 1.25 | s = 300 mm ≤ min(20·Ø_min; min(b,h); 400) = 240 mm |
| Max. spacing in dense zone | 9.5.3(4) | 2.08 | s = 300 mm ≤ 0.6·s_max = 144 mm (zone 700 mm at head and foot) |
| Min. clear distance between bars | 8.2(2) | 0.32 | 88 mm ≥ max(Ø; d_g+5; 20) = 28 mm |
| Bars restrained by stirrup (≤ 150 mm) | 9.5.3(6) | 0.00 | All bars at corners or restrained by a stirrup leg |
| Max. stirrup spacing with torsion | 9.2.3(3) | 1.37 | s = 300 mm ≤ u_k/8 = 219 mm (closed stirrups with lapped ends assumed) |
4. N-M interaction diagrams
Blue = design resistance (strain equilibrium, εcu = 3.5‰); dots = NEd/MEd per combination and section including second order and minimum eccentricity (green ≤ 1, red > 1).
5. Calculation of the governing combination
No result for the governing combination.
Conclusion
Maximum unity check of the column = 2.08 (exceeds 1.0) (combination “-”, detailing, Max. spacing in dense zone).
Beam S62 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 250 × 400 mm (b × h) | |
| Span L | 1500 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 2Ø10 As = 157 mm² | |
| Top bars | 3Ø10 As = 462 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 357 / 355 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.20 | x = 1500 | 0.37 | 0.36 | x = 1500 | 0.00 | 0 / 10.3 kNm |
| 2/2 0.90 BG1 | 0.05 | x = 1500 | 0.33 | 0.09 | x = 1500 | 0.00 | 0 / 2.5 kNm |
| 1/3 1.20 BG1 | 0.06 | x = 1500 | 0.33 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.19 | x = 1500 | 0.40 | 0.36 | x = 1500 | 0.00 | 0 / 10.3 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.05 | x = 1500 | 0.43 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.18 | x = 1500 | 0.38 | 0.33 | x = 1500 | 0.00 | 0 / 9.5 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.18 | x = 1500 | 0.38 | 0.33 | x = 1500 | 0.00 | 0 / 9.5 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.17 | x = 1500 | 0.41 | 0.33 | x = 1500 | 0.00 | 0 / 9.5 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.18 | x = 1500 | 0.43 | 0.33 | x = 1500 | 0.00 | 0 / 9.5 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.21 | x = 1500 | 0.42 | 0.38 | x = 1500 | 0.00 | 0 / 10.7 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.74 | A_s = 157 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 116 mm² (d = 357 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.25 | Hogging moment present: A_s = 462 mm² ≥ 115 mm² (d = 355 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.15 | A_s = 619 mm² ≤ 0.04 A_c = 4000 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.60 | ρ_w = A_sw/(s·b) = 1.34‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 1.13 | s = 300 mm ≤ 0.75 d = 266 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.32 | 66 mm ≥ max(Ø; d_g+5; 20) = 21 mm |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 1.13 (exceeds 1.0) (detailing, Max. longitudinal stirrup spacing).
Beam S63 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 250 × 400 mm (b × h) | |
| Span L | 1500 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 2Ø10 As = 157 mm² | |
| Top bars | 3Ø10 As = 462 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 357 / 355 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.12 | x = 1500 | 0.56 | 0.18 | x = 1500 | 0.00 | 0 / 5.9 kNm |
| 2/2 0.90 BG1 | 0.05 | x = 1500 | 0.33 | 0.09 | x = 1500 | 0.00 | 0 / 2.5 kNm |
| 1/3 1.20 BG1 | 0.06 | x = 1500 | 0.33 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.11 | x = 1500 | 0.61 | 0.18 | x = 1500 | 0.00 | 0 / 5.9 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.06 | x = 1500 | 0.39 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.10 | x = 1500 | 0.60 | 0.15 | x = 1500 | 0.00 | 0 / 5.1 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.10 | x = 1500 | 0.60 | 0.15 | x = 1500 | 0.00 | 0 / 5.1 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.10 | x = 1500 | 0.66 | 0.15 | x = 1500 | 0.00 | 0 / 5.1 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.10 | x = 1500 | 0.66 | 0.15 | x = 1500 | 0.00 | 0 / 5.1 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.12 | x = 1500 | 0.60 | 0.19 | x = 1500 | 0.00 | 0 / 6.3 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.74 | A_s = 157 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 116 mm² (d = 357 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.25 | Hogging moment present: A_s = 462 mm² ≥ 115 mm² (d = 355 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.15 | A_s = 619 mm² ≤ 0.04 A_c = 4000 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.60 | ρ_w = A_sw/(s·b) = 1.34‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 1.13 | s = 300 mm ≤ 0.75 d = 266 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.32 | 66 mm ≥ max(Ø; d_g+5; 20) = 21 mm |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 1.13 (exceeds 1.0) (detailing, Max. longitudinal stirrup spacing).
Beam S64 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 250 × 400 mm (b × h) | |
| Span L | 1500 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 2Ø10 As = 157 mm² | |
| Top bars | 3Ø10 As = 462 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 357 / 355 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.12 | x = 1500 | 0.58 | 0.23 | x = 1500 | 0.00 | 0 / 6.2 kNm |
| 2/2 0.90 BG1 | 0.05 | x = 1500 | 0.33 | 0.09 | x = 1500 | 0.00 | 0 / 2.5 kNm |
| 1/3 1.20 BG1 | 0.06 | x = 1500 | 0.33 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.11 | x = 1500 | 0.64 | 0.22 | x = 1500 | 0.00 | 0 / 6.2 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.06 | x = 1500 | 0.41 | 0.12 | x = 1500 | 0.00 | 0 / 3.3 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.11 | x = 1500 | 0.62 | 0.20 | x = 1500 | 0.00 | 0 / 5.4 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.11 | x = 1500 | 0.62 | 0.20 | x = 1500 | 0.00 | 0 / 5.4 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.10 | x = 1500 | 0.69 | 0.19 | x = 1500 | 0.00 | 0 / 5.4 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.11 | x = 1500 | 0.67 | 0.20 | x = 1500 | 0.00 | 0 / 5.4 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.13 | x = 1500 | 0.61 | 0.24 | x = 1500 | 0.00 | 0 / 6.6 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.74 | A_s = 157 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 116 mm² (d = 357 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.25 | Hogging moment present: A_s = 462 mm² ≥ 115 mm² (d = 355 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.15 | A_s = 619 mm² ≤ 0.04 A_c = 4000 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.60 | ρ_w = A_sw/(s·b) = 1.34‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 1.13 | s = 300 mm ≤ 0.75 d = 266 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.32 | 66 mm ≥ max(Ø; d_g+5; 20) = 21 mm |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 1.13 (exceeds 1.0) (detailing, Max. longitudinal stirrup spacing).
Beam S66 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 300 × 500 mm (b × h) | |
| Span L | 3000 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 3Ø22 As = 1140 mm² | |
| Top bars | 3Ø22 As = 1140 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 451 / 451 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.19 | x = 3000 | 0.29 | 0.40 | x = 3000 | 0.43 | 25.3 / 31.1 kNm |
| 2/2 0.90 BG1 | 0.01 | x = 0 | 0.27 | 0.08 | x = 0 | 0.00 | 1.6 / 2.2 kNm |
| 1/3 1.20 BG1 | 0.02 | x = 0 | 0.27 | 0.10 | x = 0 | 0.00 | 2.1 / 2.9 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.19 | x = 3000 | 0.29 | 0.40 | x = 3000 | 0.43 | 25.3 / 31.1 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.02 | x = 0 | 0.27 | 0.10 | x = 0 | 0.00 | 2.1 / 2.9 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.19 | x = 3000 | 0.30 | 0.37 | x = 3000 | 0.41 | 26 / 30.4 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.19 | x = 3000 | 0.30 | 0.37 | x = 3000 | 0.41 | 26 / 30.4 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.19 | x = 3000 | 0.30 | 0.37 | x = 3000 | 0.41 | 26 / 30.4 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.22 | x = 3000 | 0.29 | 0.43 | x = 3000 | 0.47 | 31.7 / 36 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.23 | x = 3000 | 0.29 | 0.47 | x = 3000 | 0.51 | 30.6 / 37.1 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.15 | A_s = 1140 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 176 mm² (d = 451 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.15 | Hogging moment present: A_s = 1140 mm² ≥ 176 mm² (d = 451 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.38 | A_s = 2281 mm² ≤ 0.04 A_c = 6000 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.72 | ρ_w = A_sw/(s·b) = 1.12‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 0.89 | s = 300 mm ≤ 0.75 d = 338 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.28 | 79 mm ≥ max(Ø; d_g+5; 20) = 22 mm |
| Max. stirrup spacing with torsion | 9.2.3(3) | 1.99 | s = 300 mm ≤ u_k/8 = 151 mm (closed stirrups with lapped ends assumed) |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 1.99 (exceeds 1.0) (detailing, Max. stirrup spacing with torsion).
Beam S67 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 300 × 500 mm (b × h) | |
| Span L | 3000 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 3Ø22 As = 1140 mm² | |
| Top bars | 3Ø22 As = 1140 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 451 / 451 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.34 | x = 0 | 0.29 | 0.65 | x = 0 | 0.69 | 50.6 / 56 kNm |
| 2/2 0.90 BG1 | 0.01 | x = 0 | 0.29 | 0.08 | x = 0 | 0.00 | 1.7 / 2 kNm |
| 1/3 1.20 BG1 | 0.02 | x = 0 | 0.29 | 0.10 | x = 0 | 0.00 | 2.3 / 2.7 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.34 | x = 0 | 0.29 | 0.65 | x = 0 | 0.69 | 50.6 / 56 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.02 | x = 0 | 0.29 | 0.10 | x = 0 | 0.00 | 2.3 / 2.7 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.34 | x = 0 | 0.29 | 0.63 | x = 0 | 0.67 | 51.2 / 55.3 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.34 | x = 0 | 0.29 | 0.63 | x = 0 | 0.67 | 51.2 / 55.3 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.34 | x = 0 | 0.29 | 0.63 | x = 0 | 0.67 | 51.2 / 55.3 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.40 | x = 0 | 0.29 | 0.73 | x = 0 | 0.77 | 61 / 65 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.41 | x = 0 | 0.29 | 0.77 | x = 0 | 0.81 | 60 / 66 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.15 | A_s = 1140 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 176 mm² (d = 451 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.15 | Hogging moment present: A_s = 1140 mm² ≥ 176 mm² (d = 451 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.38 | A_s = 2281 mm² ≤ 0.04 A_c = 6000 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.72 | ρ_w = A_sw/(s·b) = 1.12‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 0.89 | s = 300 mm ≤ 0.75 d = 338 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.28 | 79 mm ≥ max(Ø; d_g+5; 20) = 22 mm |
| Max. stirrup spacing with torsion | 9.2.3(3) | 1.99 | s = 300 mm ≤ u_k/8 = 151 mm (closed stirrups with lapped ends assumed) |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 1.99 (exceeds 1.0) (detailing, Max. stirrup spacing with torsion).
Beam S68 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 250 × 350 mm (b × h) | |
| Span L | 3000 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 3Ø10 As = 236 mm² | |
| Top bars | 3Ø10 As = 236 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 307 / 307 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.20 | x = 0 | 0.27 | 0.21 | x = 0 | 0.23 | 2 / 5 kNm |
| 2/2 0.90 BG1 | 0.05 | x = 3000 | 0.28 | 0.10 | x = 0 | 0.00 | 0.8 / 1.3 kNm |
| 1/3 1.20 BG1 | 0.07 | x = 3000 | 0.28 | 0.14 | x = 0 | 0.00 | 1.1 / 1.8 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.20 | x = 0 | 0.27 | 0.21 | x = 0 | 0.23 | 2 / 5 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.07 | x = 3000 | 0.28 | 0.14 | x = 0 | 0.00 | 1.1 / 1.8 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.18 | x = 0 | 0.27 | 0.18 | x = 0 | 0.19 | 2 / 4.5 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.18 | x = 0 | 0.27 | 0.18 | x = 0 | 0.19 | 2 / 4.5 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.18 | x = 0 | 0.27 | 0.18 | x = 0 | 0.19 | 2 / 4.5 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.22 | x = 0 | 0.27 | 0.20 | x = 0 | 0.21 | 2.7 / 5.4 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.25 | x = 0 | 0.27 | 0.25 | x = 0 | 0.26 | 2.5 / 6.1 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.42 | A_s = 236 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 100 mm² (d = 307 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.42 | Hogging moment present: A_s = 236 mm² ≥ 100 mm² (d = 307 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.13 | A_s = 471 mm² ≤ 0.04 A_c = 3500 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.60 | ρ_w = A_sw/(s·b) = 1.34‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 1.30 | s = 300 mm ≤ 0.75 d = 230 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.29 | 72 mm ≥ max(Ø; d_g+5; 20) = 21 mm |
| Max. stirrup spacing with torsion | 9.2.3(3) | 2.80 | s = 300 mm ≤ u_k/8 = 107 mm (closed stirrups with lapped ends assumed) |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 2.80 (exceeds 1.0) (detailing, Max. stirrup spacing with torsion).
Beam S69 — EN 1992-1-1 check
Units: kN, kNm, mm, N/mm². Bilinear concrete diagram, bilinear steel FeB400 (fyk = 400 N/mm²), εcu = 3.5‰. Dutch national annex values. Shear is checked with the largest VEd per position (no reduction near supports).
1. Input
Section and reinforcement
| Section | rectangle 250 × 350 mm (b × h) | |
| Span L | 3000 mm | |
| Concrete | C16/? | |
| fcd | αcc·fck/γc | 10.67 N/mm² |
| fyd | 400/1.15 | 347.8 N/mm² |
| Bottom bars | 3Ø10 As = 236 mm² | |
| Top bars | 3Ø10 As = 236 mm² | |
| Stirrups | Ø8-300 (2 legs) | |
| Cover to stirrup | 30 mm | |
| d (sagging) / d (hogging) | 307 / 307 mm |
2. Result per combination
| Combination | UC bending | at | UC xu | UC shear | at | UC torsion | max MEd sag / hog |
|---|---|---|---|---|---|---|---|
| 6/1 1.20 BG1 + 1.50 BG2 | 0.30 | x = 0 | 0.26 | 0.26 | x = 0 | 0.28 | 3.4 / 7.2 kNm |
| 2/2 0.90 BG1 | 0.06 | x = 0 | 0.26 | 0.10 | x = 0 | 0.00 | 0.7 / 1.4 kNm |
| 1/3 1.20 BG1 | 0.08 | x = 0 | 0.26 | 0.14 | x = 0 | 0.00 | 1 / 1.9 kNm |
| 7/4 1.20 BG1 + 1.50 BG3 + 1.50 BG2 | 0.30 | x = 0 | 0.26 | 0.26 | x = 0 | 0.28 | 3.4 / 7.2 kNm |
| 4/5 1.20 BG1 + 1.50 BG3 | 0.08 | x = 0 | 0.26 | 0.14 | x = 0 | 0.00 | 1 / 1.9 kNm |
| 11/6 0.90 BG1 + 1.50 BG2 | 0.28 | x = 0 | 0.26 | 0.23 | x = 0 | 0.25 | 3.8 / 6.7 kNm |
| 11/1 0.90 BG1 + 1.50 BG2 | 0.28 | x = 0 | 0.26 | 0.23 | x = 0 | 0.25 | 3.8 / 6.7 kNm |
| 12/3 0.90 BG1 + 1.50 BG3 + 1.50 BG2 | 0.28 | x = 0 | 0.26 | 0.23 | x = 0 | 0.25 | 3.8 / 6.7 kNm |
| /1 0.90 BG1 + 1.50 BG2 + 1.50 BG4 | 0.34 | x = 0 | 0.26 | 0.26 | x = 0 | 0.28 | 5.1 / 8 kNm |
| /2 1.35 BG1 + 1.50 BG2 + 1.50 BG4 | 0.37 | x = 0 | 0.26 | 0.31 | x = 0 | 0.33 | 4.4 / 8.7 kNm |
3. Moments against capacity
4. Detailing (8.2, 9.2)
| Check | Ref. | UC | Detail |
|---|---|---|---|
| Min. tension reinforcement (bottom) | 9.2.1.1(1) | 0.42 | A_s = 236 mm² ≥ max(0.26 f_ctm/f_yk·b·d; 0.0013·b·d) = 100 mm² (d = 307 mm) |
| Min. tension reinforcement (top) | 9.2.1.1(1) | 0.42 | Hogging moment present: A_s = 236 mm² ≥ 100 mm² (d = 307 mm) |
| Max. reinforcement | 9.2.1.1(3) | 0.13 | A_s = 471 mm² ≤ 0.04 A_c = 3500 mm² |
| Min. shear reinforcement ratio | 9.2.2(5) | 0.60 | ρ_w = A_sw/(s·b) = 1.34‰ ≥ 0.08√f_ck/f_yk = 0.80‰ |
| Max. longitudinal stirrup spacing | 9.2.2(6) | 1.30 | s = 300 mm ≤ 0.75 d = 230 mm |
| Min. stirrup diameter | 9.2.2 / 9.5.3(1) | 0.75 | Ø8 ≥ max(6; Ø_max/4) = 6.0 mm |
| Min. clear distance between bars | 8.2(2) | 0.29 | 72 mm ≥ max(Ø; d_g+5; 20) = 21 mm |
| Max. stirrup spacing with torsion | 9.2.3(3) | 2.80 | s = 300 mm ≤ u_k/8 = 107 mm (closed stirrups with lapped ends assumed) |
5. Calculation of the governing combination
Conclusion
Maximum unity check of the beam = 2.80 (exceeds 1.0) (detailing, Max. stirrup spacing with torsion).
For training, testing and educational use; not for the design of real structures.
For training, testing and educational use only. Not for design of real structures. Results are unverified. THE SOFTWARE IS PROVIDED 'AS IS', WITHOUT WARRANTY OF ANY KIND. Not a substitute for review by a licensed Professional Engineer (PE/SE) or equivalent.