Extended moment end plate (beam to column flange)

Design standard: AISC - AISC Design Guide 39 (2023) thick end-plate procedure (Ch. 3 - 5, App. A); AISC 360-22 J3, J4, J10; AISC 358-22 Ch. 6 (seismic 4E / 4ES / 8ES)

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Design Parameters

Load cases (major-axis moment hogging at the column face; axial + compression / - tension)

NameMoment (kNm)Shear (kN)Axial (kN)

LRFD: factored loads (Mu, Vu, Tu); ASD: service-level combinations (Ma, Va, Ta). The moment is the design moment at the face of the column.

Pick 4E, 4ES or 8ES under Plate / Bolts → Configuration. Mf = Mpr + VhSh is generated as an extra load case; the load table is checked with the DG39 thick end-plate procedure as well.

Not in the catalogue - enter it from the section tables. 0 ignores the root fillets (conservative: smaller plastic modulus).

AISC Shapes Database v16.0.

kc = tcf + r for web yielding / crippling; not in the catalogue - 0 is conservative.

The beam is bolted to the column flange (major axis). ASTM A992 (W), A572 Gr 50, A36 (AISC Manual Table 2-4); bolts ASTM F3125 Grades A325 / A490.

The bolt rows and the extension stiffener follow from the configuration; AISC 358 prequalifies these three for SMF / IMF (seismic option on the General tab).

The bottom of the plate mirrors the top (moment reversal); the bolts below the compression flange carry the vertical shear.

For CJP flange welds enter the reinforcing fillet (it enters lb of the column web checks); 0 = none.

Elevation

Section

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