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Steel Design

2 tools in the Civil and Geotechnical area.

AISC Connection Checks

Limit-state checks of ANSI/AISC 360-16 Chapters D and J for a bolted plate, splice or tension-member end connection, each reported as the nominal strength R_n with the design strength φR_n (LRFD) or the allowable strength R_n/Ω (ASD) beside the required strength: bolt shear (J3.6, Table J3.2 for Group A and B bolts with threads included or excluded), bolt tension with the combined shear–tension stress F′_nt (J3.7), bearing and tearout at every hole with the Table J3.3 hole dimensions and the deformation option (J3.10), the bolt group's effective strength by the Manual's lesser-of method, slip resistance for Class A or B surfaces with the Table J3.1 pretension and the J3.9 tension reduction (J3.8), tensile yielding and rupture of the connecting element or member with the net area of B4.3 and the shear-lag factor of Table D3.1 (D2, D3, J4.1), block shear on the U and L paths with the governing path drawn (J4.3), the Whitmore section of a gusset, shear yielding and rupture of the element (J4.2), and a welded alternative by fillet welds with the directional strength increase and the base-metal checks (J2.4, J4.2). The governing limit state gives the connection's demand-to-capacity ratio and margin, and a figure draws the plate with the bolts, edge distances and the block-shear path. The default case is Example 3.1 of the Purdue CE 470 lecture notes (A. H. Varma): a 5 × 1/2 in ASTM A36 plate on a 3/8 in gusset with four 3/4 in A325-N bolts at 2.5 in spacing and 1.25 in edge distances under a factored load of 60 kips, whose printed bolt shear (71.6 kips) and bearing strengths (122.4 kips plate, 91.8 kips gusset) the page reproduces.

1 worked example reproduced, listed on the tool page.

Steel Beam and Column Design

Strength checks of a doubly symmetric steel I-shape under axial force, strong- and weak-axis bending and shear with the provisions of ANSI/AISC 360-16 written out as mathematics: width-to-thickness classification of the flange and web (B4), flexural buckling about both axes with the effective length factors of the six end-restraint cases and the 4.71 √(E/F_y) split between inelastic and elastic buckling (E3), torsional buckling of the doubly symmetric shape (E4), the slender-element effective-width reduction (E7), lateral-torsional buckling of a compact section with L_p, L_r and the moment-gradient factor C_b (F2), the noncompact and slender flange (F3), weak-axis flexure (F6), shear of the unstiffened web (G2), tensile yielding and rupture (D2), the H1 interaction with its ratios, and the service deflection against an entered span ratio. The section is a W-shape chosen from a table of dimensions (depth, flange width and thickness, web thickness and k), custom plates, typed properties or a saved section; every strength is computed, none is tabulated; LRFD design strengths φR_n or ASD allowable strengths R_n/Ω by a select, the governing limit state with its margin, a chart of M_n against the unbraced length and the column curve with the member's slenderness marked. The default case is a W12x26 of ASTM A992 steel (F_y = 50 ksi), 20 ft long, braced at 10 ft, K = 1.0, under a factored axial compression of 20 kips, moments of 60 kip-ft and 3 kip-ft and a shear of 20 kips (illustrative).

1 worked example reproduced, listed on the tool page.

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