Beam end-to-end connections (splices) ensure continuity and safe transfer of shear, axial, and moment forces between beam segments. They are commonly achieved using bolted cover plates, welded butt joints, or end plates. Design focuses on bolt and weld strength, plate thickness, and detailing to ensure structural safety, ease of erection, and economy.

Types of end-to-end beam connections

1. Butt splice with double cover plates (splice plates either side of web ± flange plates) — common, easy to install.
2. Full-height splice plate (single plate through web) — used where web carries most shear.
3. End plate bolted connection (end plate on beam bolted to another beam/column flange) — good for moment transfer.
4. Welded full-penetration splice (butt weld) — high strength, used when shop welding is feasible.
5. Shear tab / bolted shear connection (for shear only) — not for moment continuity unless designed as such.
6. Sleeve splice / shims with continuity plates — for site alignment of long members.

Choose by required moment transfer, erection practicality, cost, and site welding capability.

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Selection rules

• If moment continuity is required → use end plate moment connection or welded splice sized for moment.
• If only shear → bolted shear splice (web bolts or single side cover plates) is fine.
• If site welding restricted → prefer bolted plates.
• For fatigue exposures or cyclic loads → avoid welded toe/partial joints; use snug/tensioned bolts and detail to avoid stress concentrations.
• Match plate thickness so that splice isn’t the weak link (but avoid making plates unnecessarily stiff — leads to eccentricity).

Free pdf download Design of Beam to Beam End Plate Connection

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Design checks (what to calculate)

For any chosen splice, perform these checks (use your target code for partial safety factors and formulae):

1. Bolt shear capacity — check shear on each bolt (single shear or double shear) vs design shear per bolt.
2. Bolt bearing on plate/web — bearing capacity at bolt holes (edge distance, hole diameter, plate thickness matter).
3. Block shear (tension plus shear tearing) of the connected plate/web around bolt group.
4. Tearing / net section fracture (calculate net area reduced by bolt holes for tension transfer).
5. Plate bending — local bending of cover/ end plate between bolts (plate must transfer local moment)
6. Weld strength (if welded) — check weld throat area × allowable stress for shear and tension.
7. Web crippling/local buckling for concentrated loads at connection region.
8. Eccentricity & prying action — if bolts are offset from flange/web centroid, prying can increase forces on bolts; check for prying lever and include in bolt design.
9. Slip (if slip-critical) — if using preloaded bolts (high strength friction), check clamp force vs shear demand for slip prevention.
10. Serviceability & alignment — deflection compatibility, gap for bolts, tolerances.

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Typical formulas / checks (general method — plug code factors)

Use code partial factors (γ) from your code (IS/AISC/EC). Below are the structural concepts and representative formula forms (don’t take numeric γ here — use your code):

1. Required shear per bolt
   Vd = Vu / nb
   where Vu ​=design shear to be transmitted, nb ​=effective number of bolts carrying shear.

Check: Vd≤VR,b (bolt shear resistance)

2. Bolt shear resistance (basic)
   VR,b=Ab , fub / γm (adjust for single/double shear, bearing, threads, etc.)
3. Bearing on plate
   Rbearing=k d t fu/γ

where d=bolt hole diameter, t=plate thickness, k depends on edge/spacing.

4. Block shear (plate)
   Compute tension path area At​ (net area across bolt line) and shear path area Av​; check
   Rbs = min{0.6fuAt+fyAv,  fu(At+Av)}/γ

(form is illustrative — use your code’s exact block shear expression).

5. Net section tension
   Anet = Ag−nh dhole ​ then Rt=Anet . fu/γ

6. Weld strength
   Rw=Aweld,throat⋅fw/γ

For fillet weld, throat = 0.707 × leg size.

7. Prying check
   Compute prying force as function of plate stiffness and bolt group; add to bolt tensile/shear demand.

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Detailing rules & good practice (dimensions & layout)

• Bolt grade: use high-strength friction/structural bolts (e.g., 8.8/10.9 in metric practice) for main splices.
• Hole size: typically hole = bolt dia + 2 mm (clearance) for snug bolts; use code hole types (standard/slotted) as needed.
• Edge distance: typically ≥ 1.5 × bolt dia (min) — follow code for minimum.
• Pitch: 3–6 × bolt dia typical, avoid very small spacing that reduces net area.
• Plate thickness: for cover plates, choose t_plate ≈ 0.6–1.0 × flange thickness as a starting point — adjust after checks. If plate transfers full moment, thickness may approach flange thickness.
• Plate length: extend splice plate beyond bolt group sufficiently to avoid prying and provide bearing area; full height splice plate should cover web between flanges and extend onto flanges if flange transfer required.
• Stiffeners: if high shear or to avoid web buckling, provide web stiffeners at splice.
• Alignment: provide dowel holes / temporary bolts for erection alignment.
• Weld access: if welding on site, ensure access and prepare weld symbols and finishing requirements.
• Galvanizing / corrosion: allow for extra hole clearance for hot-dip galvanizing or use post-galvanizing methods.

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Typical shop drawing detail (example layout — verbal)

For a double-plate splice (most common practical solution):

• Two splice plates, one each side of the web, full height from flange toe to flange toe (or plates covering flanges if flange moment transfer required).
• Bolt rows: 2 or 3 rows through web area according to shear; if flange moment required add flange cover plates bolted/welded.
• Bolt pattern symmetrical about web mid-height.
• Bolt size and number chosen from shear/bearing results; show hole type and tolerances.
• Show plate welds to flanges if using welded cover plates.
• Include match-marking for site assembly, paint/galv notes, torque/preload requirements for bolts (e.g., 70% of proof load for friction connection if slip-critical).

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Fabrication / erection notes

• Tighten bolts to specified torque or use turn-of-nut / tension control bolts as specified.
• Inspect welds per WPS; use full-penetration welds in shop whenever possible.
• Use shims only when allowed — avoid relying on shims for structural alignment unless designed.
• Pressure test for tightness only when required (rare for beam splices).
• NDT as required for critical welds (radiography/UT/MPI).

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Example design method (step sequence you must run)

1. Identify design internal forces at splice location: Vu,Mu,NuV_u, M_u, N_uVu​,Mu​,Nu​.
2. Decide connection type (shear splice, moment splice).
3. For shear splice: distribute shear to bolt rows → compute shear per bolt → check bolt shear, bearing, block shear.
4. For moment transfer: design flange plates (or end-plate weld/bolts) to carry flange forces; check plate bending, bolt tensile, prying. Check continuous shear path through web.
5. Check welds (if welded): throat area × allowable stress.
6. Check local web stiffening/crippling; add stiffener if required.
7. Iterate plate thickness, bolt size/count, and spacing until all checks pass with code safety factors.
8. Prepare fabrication drawing and WPS/PQR for welds and bolt tightening procedure.

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