Inputs
Träger
Stütze
Stirnplatte
Schrauben
Nationaler Anhang
Bemessungsmoment
Ergebnisse
214.51 kNm
M_j,Rd (Momententragfähigkeit)
η = 42%
PASS ✓
F_c,Rd (Druckzone)
714.4 kN
m (T-stub lever arm)
23.7 mm
Min. Schweißnahtdicke a_w
≥ 14.2 mm
γ_M0 / γ_M2
1 / 1.1
S_j,ini (rot. stiffness)
41515 kNm/rad
Joint classification
semi-rigid
Components
Column web panel shear §6.2.6.1
30.8%
Column web compression §6.2.6.2
36.9%
Column web tension §6.2.6.3
41%
Column flange bending §6.2.6.4
36%
Endplate bending §6.2.6.5
39.6%
Beam flange/web compression §6.2.6.7
39.6%
Beam web tension §6.2.6.8
49.4%
Bolts in tension §6.2.6.12
39.6%
Flange weld §4.5.3
87.6%
M-φ Curve
Schraubenreihen-Tragfähigkeit
| Reihe | h_r (mm) | l_eff (mm) | F_t,Rd (kN) | Mode |
|---|---|---|---|---|
| 1 | 364.3 | 94.2 | 303.54 | M2 |
| 2 | 272.8 | 117.5 | 320.73 | M3 |
| 3 | 182.8 | 117.5 | 90.13 | M3 |
Step 1 — Geometry
m = 23.7 mm | m₂ = 15 mm (extended bolt above flange)
Step 2 — Compression zone
F_c,fc,Rd = 714.4 kN (beam flange §6.2.6.7)
F_c,wc,Rd = 765.5 kN (column web §6.2.6.2)
→ F_c,Rd = min = 714.4 kN
Step 3 — T-stub per bolt row (§6.2.4)
Row 1: l_eff,cp=94.2 mm l_eff,nc=100 mm → l_eff=94.2 mm
M_pl,Rd=3345.8 kNmm F_t1=564.1 kN F_t2=303.5 kN F_t3=320.7 kN
F_t,Rd (uncapped)=303.54 kN → limited by F_c,Rd balance → F_t,Rd=303.54 kN Mode 2
Row 2: l_eff,cp=149.1 mm l_eff,nc=117.5 mm → l_eff=117.5 mm
M_pl,Rd=4169.5 kNmm F_t1=703 kN F_t2=334.4 kN F_t3=320.7 kN
F_t,Rd (uncapped)=320.73 kN → limited by F_c,Rd balance → F_t,Rd=320.73 kN Mode 3
Row 3: l_eff,cp=149.1 mm l_eff,nc=117.5 mm → l_eff=117.5 mm
M_pl,Rd=4169.5 kNmm F_t1=703 kN F_t2=334.4 kN F_t3=320.7 kN
F_t,Rd (uncapped)=320.73 kN → limited by F_c,Rd balance → F_t,Rd=90.13 kN Mode 3
Step 4 — Moment resistance
M_j,Rd = Σ F_t,r × h_r = 214.51 kNm
Step 5 — Weld sizing (§4.5.3)
Lever arm = 318.5 mm → a_w ≥ 14.2 mm
Step 6 — Utilisation
η = M_Ed / M_j,Rd = 90 / 214.51 = 42%
m = 23.7 mm | m₂ = 15 mm (extended bolt above flange)
Step 2 — Compression zone
F_c,fc,Rd = 714.4 kN (beam flange §6.2.6.7)
F_c,wc,Rd = 765.5 kN (column web §6.2.6.2)
→ F_c,Rd = min = 714.4 kN
Step 3 — T-stub per bolt row (§6.2.4)
Row 1: l_eff,cp=94.2 mm l_eff,nc=100 mm → l_eff=94.2 mm
M_pl,Rd=3345.8 kNmm F_t1=564.1 kN F_t2=303.5 kN F_t3=320.7 kN
F_t,Rd (uncapped)=303.54 kN → limited by F_c,Rd balance → F_t,Rd=303.54 kN Mode 2
Row 2: l_eff,cp=149.1 mm l_eff,nc=117.5 mm → l_eff=117.5 mm
M_pl,Rd=4169.5 kNmm F_t1=703 kN F_t2=334.4 kN F_t3=320.7 kN
F_t,Rd (uncapped)=320.73 kN → limited by F_c,Rd balance → F_t,Rd=320.73 kN Mode 3
Row 3: l_eff,cp=149.1 mm l_eff,nc=117.5 mm → l_eff=117.5 mm
M_pl,Rd=4169.5 kNmm F_t1=703 kN F_t2=334.4 kN F_t3=320.7 kN
F_t,Rd (uncapped)=320.73 kN → limited by F_c,Rd balance → F_t,Rd=90.13 kN Mode 3
Step 4 — Moment resistance
M_j,Rd = Σ F_t,r × h_r = 214.51 kNm
Step 5 — Weld sizing (§4.5.3)
Lever arm = 318.5 mm → a_w ≥ 14.2 mm
Step 6 — Utilisation
η = M_Ed / M_j,Rd = 90 / 214.51 = 42%
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