Skip to content
neutral axis peak 0.4 stress flow, q = VQ ÷ I mean stress 0.19 — the value a shear divided by an area would give peak 2.15× that, and in the place bending ignores the flow is continuous; the stress jumps wherever the width does
shear-flow4 essays
x̄ = 19.77 connected leg outstanding leg Lc = 150 net area U = 0.87 of it works U = 1 − x̄ / Lc = 0.87 both halves are geometry — where the centroid sits, and how long the connection is
shear-lag4 essays
4 per unit length shear 16.0 moment 32.0 at x = 4.00 the moment peaks exactly where the shear passes through zero
shear-moment24 essays
1× the length 100% of the capacity 1.5× the length 44% of the capacity 2× the length 25% of the capacity 3× the length 11% of the capacity identical section, identical material, identical end conditions
slenderness-cost7 essays
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 0 50 100 150 200 250 displacement, mm load, kN friction 172 kN bearing 250 kN slip the rising branch is drawn, not solved: it is elastic shear of the plates
slip-curve2 essays
10⁴ 10⁵ 10⁶ 10⁷ 10⁸ 20 50 100 200 500 cycles to failure stress range, N/mm² category 160 category 90 category 36
sn-curve1 essay
1 1.5 2 2.5 3 3.5 4 0 50 100 150 200 250 300 span, relative to the first 1× 5× 16× 81× 256× moment: the square load: the first power deflection: the fourth
span-fourth6 essays
pulled at 100 N/mm², left and right 300 -100 — compression hoop stress, tinted 3.0× at the edge within 5% by 3.5 radii the applied stress distance from the centre, in hole radii 1 2 3 4 5
stress-concentration1 essay
0 0.5% 1% 2% 2% 0 100 200 300 400 500 600 strain stress, N/mm² the 0.2% proof stress: 460 N/mm² mild steel high-strength steel aluminium
stress-strain3 essays
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0 10 20 30 40 50 overhang, as a fraction of the span best at 21% — peak 8.8 sagging, mid-span hogging, over the support moving the supports in by a third of the way halves the worst moment
support-position2 essays
the load roller: vertical only pin: any direction all three lines meet here
three-force3 essays
thrust anywhere from 3.85 to 5.23 fits H = 3.85, least H = 5.23, most
thrust-line2 essays
closed J = 5.66×10⁷ mm⁴ twist 0.187° over 3.0 m peak shear stress 8.5 N/mm² slit along its length J = 1.31×10⁵ mm⁴ twist 80.950° over 3.0 m peak shear stress 305.2 N/mm² J closed ÷ J open = 432
torsion-compare1 essay
tension compression 2 carrying nothing
truss14 essays
0.5 1 1.5 2 0 50 100 150 200 250 300 depth of the truss 250 167 125 100 71 50 the same moment, resisted by a longer lever arm
truss-depth6 essays
real M peak 32.0 a unit load, here and nowhere else unit m M × m area ÷ EI = 197.50 the unit load is the only place the question 'deflection where?' is asked
unit-load1 essay
0 10 20 30 40 50 60 70 80 90 0 20 40 60 80 100 120 140 160 angle between the weld and the load, degrees capacity, kN 0° · 116.83 kN 45° · 127.98 kN 90° · 143.09 kN ×1.22 along
weld-direction2 essays
100 kN peak 0.88 Two points at maximum radius the radius rule finds the peak here equal radius, stresses differ ×1
weld-group3 essays