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AISC 360-10 - Chapter F

Eng:

Date: 4/10/13

F9 - TEES AND DOUBLE ANGLES LOADED

Project:

IN THE PLANE OF SYMMETRY

SECTION:

WT 6X14

Lb 16 ft * :

Variables

d 6.11 in * :

Iy 8.66 in 4^* :

S.x 2.40 in 3^* :

b.f 6.49 in * :

Cb 1.0 :

F.y 50 ksi * :

t.w .23 in * :

t.f .38 in * :

J .15 in 4^* :

Z.x 4.20 in 3^* :

E 29000 ksi * :

G 11200 ksi * :

Φ 0.9 :

Mn shall be the lowest value of the following

1. Yielding

Mn. Mp :

My F.y S.x * :

(a)For Stems in Tension

Mp F.y Z.x * :

≤

1.6 My *

Mp Mp 1.6 My * ≤ Mp My 1.6 * if :

Mp kip ft * 16

(a)For Stems in Compression

Mp F.y Z.x * :

≤

My

Mp Mp My ≤ Mp My if :

Mp kip ft * 10

2. Lateral-Torisional Buckling

Stem in Tension

B 2.3 d Lb / (* Iy J / sqrt * :

B 0.556

Mn π E Iy * G * J * sqrt * Lb / B 1 B 2^+ sqrt + (* :

Mn ft kip * 47.624

B 2.3 - (d Lb / (* Iy J / sqrt * :

Stem in Compression

B 0.556 -

Mn π E Iy * G * J * sqrt * Lb / B 1 B 2^+ sqrt + (* :

Mn ft kip * 16.472

3. Flange Local Buckling of Tees

λ.p 0.38 E F.y / sqrt * :

λ b.f 2 t.f * / :

λ.r 1.0 E F.y / sqrt * :

λ.p 9.152

λ 8.539

λ.r 24.083

flange λ λ.p ≤ Compact λ.p λ ≤ λ.r ≤ Non Compact Slender if if :

flange Compact

(a)For sections with a compact flange in flexural compression, the limit state of the

flange local buckling does not apply.

(b) For Section with a noncompact flange in flexural compression

Mn flange Non Compact ≡ (Mp Mp 0.7 F.y * S.x * - (λ λ.p - λ.r λ.p - / (* - 1.6 My * ≤ ((& Mp Mp 0.7 F.y * S.x * - (λ λ.p - λ.r λ.p - / (* - N/A if :

Mn kip ft * N/A

(c) For sections with a slender flange in flexural compression

Mn flange Slender ≡ 0.7 E * S.x * λ 2^/ N/A if :

Mn kip ft * N/A

4. Local Buckling of Tee Stems in Flexural Compresssion

Mn F.cr S.x * :

F.cr d t.w / 0.84 E F.y / sqrt * ≤ F.y 2.55 1.84 d t.w / * F.y E / sqrt * - (F.y * if :

F.cr ksi 26.018

F.cr d t.w / 1.03 E F.y / sqrt * > 0.69 E * d t.w / (2^/ 2.55 1.84 d t.w / * F.y E / sqrt * - (F.y * if :

F.cr ksi 28.354

Mn kip ft * 5.671