The tapered stiffened beam below is loaded by forces as shown. The beam is assumed to consist of stiffeners carrying only direct stress and shear panels carrying only shear stress. The material used has E = 10500 ksi, G = 3900 ksi, (sigma)ty = 48 ksi,(sigma)cy = 38 ksi, (sigma)sy = 37 ksi.

(a) Calculate the stiffener axial loads (lbf) at the end of each beam segment and the shear flows (lbf/in) along each panel edge.

For stiffeners, size to yield stress (in tension or compression), considering the maximum load in each segment (i.e. each segment can have a different area). For the shear panels, size to yield stress (in shear, maximum in each panel) or shear buckling, whichever is critical. For the buckling calculation, assume that the shear panels are simply supported on all edges, and for the tapered panels use the smaller edge dimensions (i.e. assume a rectangular panel with the smaller of the width and height edge dimensions). When sizing, use a minimum possible area of 0.30 in2 and a minimum possible thickness of 0.0052 in.

Stiffener axial loads (lbf): Use positive for tension and negative for compression

Segment (Seg) and location (Loc), e.g. AB A is the force in stiffener segment AB at location A

Seg	Loc
AB	A
	B
BC	B
	C
AF	A
	F
BD	B
	D
CE	C
	E
DE	D
	E
DG	D
	G
EH	E
	H
FG	F
	G
GH	G
	H

Shear flows (lbf/in). Only absolute values, signs ignored

Panel and edge, e.g. ABGF AB is panel ABGF, edge AB

ABGF	AB
	BG
	GF
	FA
BCED	BC
	CE
	ED
	DB
DEHG	DE
	EH
	HG
	GD

Transcribed Image Text:

S1 = 12.8 kip S2 = 5.3 kip S3 = 2.8 kip 5.94 2.45 S₁ # S3 A F 6.0 B G 5.0 S₂ K C E H 1.96 dimensions in inches 4.95 y X S1 = 12.8 kip S2 = 5.3 kip S3 = 2.8 kip 5.94 2.45 S₁ # S3 A F 6.0 B G 5.0 S₂ K C E H 1.96 dimensions in inches 4.95 y X