Project: Location: Client: Consultant: ALUMINUM DESIGN CAPACITY ( PIPE) INPUT DATA & DESIGN SUMMARY
MEMBER SIZE
6 OD × 0.375 WALL
TENSILE ULTIMATE ULTIMATE STRESS (T5 to T9, Tab 3.3-1)
F tu =
38
ksi
TENSILE YIELD YIELD STRESS (T5, T6, T7, T 8, or T9)
F ty =
35
ksi
COMPRESSIVE COMPRESSIVE YIELD STRESS (T5 to T9)
F cy =
35
ksi
40
kips, ASD
AXIAL COMPRESSION FORCE
P =
MAX GEOMETRIC AXIS EFFECTIVE LENGTH
kL =
GEOMETRIC AXIS BENDING MOMENT
M rx =
13.75
GEOMETRIC AXIS BENDING UNBRACED LENGTH
1.5
V=
30
t
A
Ix
E
Wt (lbs/ft)
6
0.375
6.63
26.3
10100
7.96
ft
ft-kips, ASD L bx =
MAX SHEAR LOAD, ASD
D
2
ft
kips
THE DESIGN IS ADEQUATE. ANALYSIS CHECK COMPRESSION STRESS IN AXIAL FORCE
F cy kL S 1 , for r n y kL B c D c kL r S 2 , for S 1 F a1 r nu 2 E kL , for S 2 2 r kL nu r Where
r= kL / r = E =
1.990 9.05 10100
0.5
0.5
] =
=
C c = 0.41 (B c / D c ) = nu =
1.95
, (Table 3.4-1)
n y =
1.65
, (Table 3.4-1)
S 1 = (B c - n u F cy / n y ) / D c = S 2 = C c =
65.67
R b / t =
7.500
, (Page I-A-13)
k 1 =
0.35
, (Table 3.3-4)
k 2 =
2.27
, (T (Table 3.3-4)
0.25
, (Table 3.3-4)
65.67
, (T (Table 3.3-4)
0.00
, (Eq. 3.4.7-4)
19.9 19.96 6
ksi, ksi, (co (comp mpre ress ssio ion n in cur curve ved d elem elemen ent, t, AA AA ADM ADM-I -IA A 3.4. 3.4.10 10))
, (Table 3.3-4) (1/5)
/ 8.7] =
D t = (B t / 4.5) (B t / E)
(1/3)
141
S 1 = (B t - n u F cy / n y ) S 2 = C t =
39.37
, (Eq. 3.4.7-5)
F cy Rb , for S 1 t n y Bt Dt Rb t Rb , for S 2 S1 F a 2 t n u 2 Rb E , for S 2 2 t Rb 1 Rb 1.6nu 1 t 35 t
C t =
ksi, ksi, (com (compr pres essi sion on in colu column mn,, AA AA ADMADM-IA IA 3.4. 3.4.7) 7)
ksi, (Table 3.3-1)
D c = (B c / 10) (B c / E)
B t = F cy [1 + F cy
19.0 19.05 5
in, (Page VI-28 to VI-33)
B c = F cy [1 + (F cy / 2250)
Where
=
43.19
, (T (Table 3.3-4)
1.56
, (Table 3.3-4)
1.38
, (E (Eq. 3.4.10-4)
, (Page VII-25) 2
/ (D t ) 141. 141.00 00
2
=
, (Eq (Eq.. 3.4 3.4.1 .100-5) 5)
f a = P / A =
6.03
<
ksi
F a = Min (F a 1 , F a 2 ) =
19.05
ksi
[Satisfactory] CHECK TENSION STRESS IN BENDING MOMENTS
F = Min (1.17F ty /n y , 1.24F tu / k t n u ) = Where
k t =
f = M rx / S x =
24.16
1.00
, (Table 3.4-2)
18.79
ksi
<
ksi, (tension in bending, AA ADM-IA 3.4.3)
F =
24.16
ksi
24.82
ksi, (compression in beam, AA ADM-IA 3.4.12)
[Satisfactory]
Where
S x =
8.78
in, (Page VI-28 to VI-33)
CHECK COMPRESSION STRESS IN BENDING MOMENT
1.17 F cy Rb S 1 , for t n y 1 B tb D tb R b , for S 1 R b S 2 n t t F bx y 2 E Rb S 2 , for 2 t 1 R b 1.6n u R b 1 35 t t Where
R b / t =
7.500
, (Page I-A-13)
B tb = 1.5 F cy [1 + F cy
(1/5)
/ 5.8] =
D tb = (B tb / 2.7) (B tb / E) S 1 = (B tb - 1.17 F cy )
2
(1/3)
70.93
, (Table 3.3-4)
=
5.03
, (Table 3.3-4)
2
35.51
, (Eq. 3.4.12-3)
/ (D tb ) = 2
2
S 2 = (n u B tb / n y - B t ) / (n u D tb / n y - D t ) = f bx = M rx / S x =
18.79
<
ksi
F bx =
85.8 24.82
, (Eq. 3.4.12-4)
ksi
[Satisfactory] CHECK COMBINED COMPRESSION AND BENDING (AA ADM-IA 4.1.1)
f a C mx f bx F a F bx 1 f a / F ex Max f f a bx F a F bx Where
C mx =
1.07
< 1.33 [Satisfactory]
, (1.33 if IBC/CBC 1605.3.2 apply)
0.85 2
F ex = p E / n u (kL x /r x )
2
=
624.81
ksi
CHECK SHEAR STRESS (AA ADM-IA 3.4.20)
F ty / 3 h , for S 1 t n y B s 1.25 D sh h t , for S 1 S 2 F s t n y 2 h E , for S 2 t 1.25h 2 n y t Where
h/t=
16.00
B s = (F cy / 3
0.5
) [1 + (F cy / 3 )
D s = (B s / 10) (B s / E) C s = 0.41 B s / D s = S 2 = C s / 1.25 = f s = V strong / A w =
2.50
12.25
ksi, (for strong shear)
, (for strong shear, Figure 3.4.18-1)
0.5
S 1 = (B s - F cy / 3
0.5
=
80.61
(1/3)
/ 9.3] =
0.13
) / (1.25 D s ) =
ksi
, (Table 3.3-4)
, (Table 3.3-4)
0.5
64.49
26.13
, (Table 3.3-4) 35.63
, (Eq. 3.4.20-4)
, (Eq. 3.4.20-5)
<
F s =
[Satisfactory]
12.25
ksi, (for strong shear)
