Checks an end plate welded to a rolled beam and bolted to a column, under a bending moment and a shear force, to SIA 263:2013: the tension bolts, the end plate, the shear bolts and the welds. Every step shows its formula and the clause it comes from.
What it checks
- The bolts: one shear plane resists Fv,Rd = 0.6 · fub,k · A/γM2, equation (75), and one bolt in tension Ft,Rd = 0.9 · fub,k · As/γM2, equation (77), with the hole d0 of table 17.
- Flange couple: Ft = Fc = MEd/(h − tf), tension through the bolts, compression by contact.
- Tension bolts, clause 6.6.2.3: equilibrium about the compressed flange, MEd ≤ Σnb · Ft,Rd · ai − H · aH. Levers: a row in the overhang a1 = h − tf/2 + mx, a row below the flange a2 = h − 1.5 · tf − mi.
- Prying force of an extended plate, clause 6.2.2.4: H = 0.30 · 2 · Ft,Rd at the plate edge, with aH = h − tf/2 + u. A flush plate has none.
- End plate in bending: Mp,Ed = Σnb · Ft,Rd · m − H · u, with m = mx, the overhang built in at the outer face of the tension flange, against Mpl,Rd = bp · tp²/4 · fy,k/γM1.
- Shear bolts: VEd ≤ nv · Fv,Rd, equation (75), and bearing on the end plate, VEd ≤ nv · Fb,Rd, equation (76), where the cap 2.4 · fu,k · d · tp/γM2 governs.
- Welds, equations (87) and (88): two web fillets over the clear web depth h − 2tf − 2r carry the whole shear; the tension flange fillets carry Ft over 2 · b, giving the throat needed areq.
- Placing of the holes: e1, e2, p1 and p2 against the minimum of table 17, with e2 ≥ d0 and p2 ≥ 2 · d0 for the bearing resistance.
What you enter and what you get
You enter fy,k and fu,k from table 1, the five dimensions of the rolled beam, the bolt grade (table 2) and size, whether the shear planes cross the shank or the thread, γM1 and γM2 (clause 4.1.3), MEd and VEd. For the end plate: extended or flush, the rows in the overhang and below the tension flange with their distances u, mx and mi, tp and bp, the gauge w and two or four bolts per row. Then the shear rows near the compressed flange, and the throats af and aw (clause 6.3.2.6) with fuE (clause 6.3.2.2).
You get the levers, the prying force, every resistance and the utilisation of each check with a pass or fail. With the Pro plan, it prints as an A4 calculation note.
Assumptions and limits
- The column is taken as rigid. Its flange in bending, and its web in tension, compression and shear, often govern a joint without stiffeners and are not checked here (clause 6.6.2.2).
- The bolts carrying tension are not counted for the shear.
- Every bolt of a tension row is taken at its tensile resistance. With four per row, that needs a plate and a column flange stiff enough to load the outer bolts.
- Where the throat needed exceeds 0.7 · tf, a fully penetrated weld is required.
- The compressed flange passes its force by contact; its weld needs only the minimum throat (clause 6.3.6.4).
Worked example
A rolled beam with h = 330 mm, b = 160 mm, tw = 7.5 mm and tf = 11.5 mm in fy,k = 235 N/mm², under MEd = 160 kN·m and VEd = 280 kN, with an extended end plate of 160 × 30 mm, M20 bolts of grade 10.9 in pairs at a 90 mm gauge, one tension row in the overhang, one below the tension flange and one shear row, and fillets of af = 8 mm and aw = 4 mm. Every check passes; the module warns that areq = 7.4 mm exceeds half the flange thickness and that aw is below the 6 mm recommended for a single-pass fillet (clause 6.3.6.4). These are the module's own results for its worked example, computed when this page was built.
Inputs| Input | Value | Ref. |
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| Characteristic yield strength fy,k | 235 N/mm² | § t.1 |
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| Characteristic tensile strength fu,k | 360 N/mm² | § t.1 |
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| Overall depth h | 330 mm | |
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| Flange width b | 160 mm | |
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| Web thickness tw | 7.5 mm | |
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| Flange thickness tf | 11.5 mm | |
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| Root radius r | 18 mm | |
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| Bolt grade | 10.9 | § t.2 |
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| Bolt size | M20 | § t.17 |
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| The shear planes cross the | Shank — the unthreaded part | |
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| Resistance factor, gross sections γM1 | 1.05 | § 4.1.3 |
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| Resistance factor, bolts, welds and net sections γM2 | 1.25 | § 4.1.3 |
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| Design bending moment MEd | 160 kN·m | |
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| Design shear force VEd | 280 kN | |
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| Type of end plate | Extended — rows above the tension flange as well | |
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| Rows in the overhang nx | 1 | |
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| Overhang above the tension flange u | 78.75 mm | |
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| First row in the overhang, from the flange face mx | 38.75 mm | |
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| Tension rows below the tension flange ni | 1 | |
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| First row below, from the inner flange face mi | 44.75 mm | |
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| Thickness tp | 30 mm | |
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| Width bp | 160 mm | |
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| Gauge, the two inner bolts w | 90 mm | |
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| Bolts in each tension row nb | 2 | |
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| Rows kept for the shear nv | 1 | |
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| Bolts in each shear row nb,v | 2 | |
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| First shear row, from the inner face of the compressed flange mv | 44.75 mm | |
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| Fillet throat on the tension flange af | 8 mm | § 6.3.2.6 |
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| Fillet throat on the web aw | 4 mm | § 6.3.2.6 |
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| Tensile strength of the filler metal fuE | 510 N/mm² | § 6.3.2.2 |
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Calculation: Common values| Step | Value | Ref. |
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| Bolt | – = M20, grade 10.9, hole d0 = 22 mm | § t.17 |
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| Shear resistance of one plane0,6·fub,k·A/γM2, fub,k = 1000 N/mm², A = 314.2 mm². | Fv,Rd = 150.80 kN | § (75) |
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| Tensile resistance of one bolt0,9·fub,k·As/γM2. | Ft,Rd = 176.40 kN | § (77) |
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| Lever of the flange couple | h − tf = 318.5 mm | |
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| Flange forceMEd/(h − tf): tension at one flange, contact at the other. | Ft = Fc = 502.4 kN | |
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| Lever of tension row 1h − tf/2 + mx: from the axis of the compressed flange; 2 bolts. | a1 = 363.0 mm | |
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| Lever of tension row 2h − 1,5·tf − mi: from the axis of the compressed flange; 2 bolts. | a2 = 268.0 mm | |
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| Prying force0,30·2·Ft,Rd: about 30 % of the tensile resistance of the 2 bolts in the overhang, acting at the plate edge. | H = 105.8 kN | § 6.2.2.4 |
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| Lever of the prying forceh − tf/2 + u. | aH = 403.0 mm | |
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Calculation: Check 1 — the tension bolts| Step | Value | Ref. |
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| The tension boltsMEd ≤ Σnb·Ft,Rd·ai − H·aH | η = 0.889 · Pass89 % of the capacity used | § 6.6.2.3 |
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Calculation: Check 2 — the end plate in bending| Step | Value | Ref. |
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| Moment on the plateΣnb·Ft,Rd·m − H·u, m = mx: the overhang built in at the outer face of the tension flange. | Mp,Ed = 5.34 kN·m | |
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| Plastic moment of the platebp·tp²/4·fy,k/γM1. | Mpl,Rd = 8.06 kN·m | |
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| The end plate in bendingMp,Ed ≤ Mpl,Rd | η = 0.662 · Pass66 % of the capacity used | |
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| Bolts kept for the shearnv rows of 2: 1·2. | nv = 2 | |
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Calculation: Check 3 — the shear bolts| Step | Value | Ref. |
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| The shear boltsVEd ≤ nv·Fv,Rd | η = 0.928 · Pass93 % of the capacity used | § (75) |
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Calculation: Check 4 — bearing on the end plate| Step | Value | Ref. |
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| Bearing on the end plateVEd ≤ nv·Fb,Rd | η = 0.338 · Pass34 % of the capacity used | § (76) |
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Calculation: Check 5 — end distance| Step | Value | Ref. |
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| End distancee1 ≥ 30 mm | η = 0.750 · Pass75 % of the capacity used | § t.17 |
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Calculation: Check 6 — edge distance| Step | Value | Ref. |
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| Edge distancee2 ≥ 25 mm | η = 0.714 · Pass71 % of the capacity used | § t.17 |
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Calculation: Check 7 — pitch in the direction of the force| Step | Value | Ref. |
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| Pitch in the direction of the forcep1 ≥ 45 mm | η = 0.474 · Pass47 % of the capacity used | § t.17 |
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Calculation: Check 8 — spacing across the force| Step | Value | Ref. |
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| Spacing across the forcep2 ≥ 45 mm | η = 0.500 · Pass50 % of the capacity used | § t.17 |
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Calculation: Common values| Step | Value | Ref. |
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| Fillet length on the tension flange2·b: both faces of the flange. | lf = 320 mm | |
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Calculation: Check 1 — the web weld| Step | Value | Ref. |
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| The web weldVEd ≤ Fw,Rd | η = 0.607 · Pass61 % of the capacity used | § (88) |
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Calculation: Check 2 — the tension flange weld| Step | Value | Ref. |
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| Fillet throat neededFt over 2·b = 320 mm of fillet, by the throat (87) and the contact section (88), the larger. | areq = 7.38 mm | § (88) |
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| The tension flange weldFt ≤ Fw,Rd | η = 0.923 · Pass92 % of the capacity used | § (88) |
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How this module is verified
Verified clause by clause against SIA 263:2013 and against independent calculations used on real projects, before release.
Questions
What does the prying force do to the bolts?
It adds directly to the bolt tension, so under repeated variable loading it must be kept to a minimum (clause 6.2.2.4). Here H = 105.8 kN acts at the plate edge on a lever of 403 mm.
Why is the end plate not checked for M_Ed?
Plate bending must not come before the bolts fail, so the plate is loaded by what the bolts can deliver: here Mp,Ed = 5.34 kN·m against Mpl,Rd = 8.06 kN·m.
Which plan includes this module?
The Pro plan, with its calculation note.
Related
Norm: SIA 263:2013 · Page updated: 8 November 2026