capacity calculations. This table gives the column nominal areas, Ac, distance to the extreme fiber, c,

in-plane and out-of-plane moments of inertia and radius of gyration. The columns are conservatively

assumed to be pinned at their tops and bottom (limited moment resistance when the full axial load is

applied) so that the effective length factor, K is 1.0.

Diagonal Max Ult Number Max Gravity

Column

Column Column

Number

Panel

Col Stud

Strap Ult Strap

of Shear

Load/

Axial load

Yield Ultimate

Column of Studs Thickness Flange Column

Stress

Stress

Panels

Panel

at Strap Ult Stress Stress

Thickness /Column /Column

Width

Depth

GLmax

Pvumax

Fcy

Fcu

tc

bc

bf

hc

Fu

Fsumax

/Frame

n

(ksi)

(ksi)

(kips)

(k)

(ksi)

(ksi)

(ga)

(in)

(in)

(in)

(in)

3rd Floor

45

68

2

2.66

13.6

33

45

16 0.0598

2

6.0

2.0

4.0

3rd Floor*

45

68

2

2.66

17.1

33

45

14 0.0747

2

6.0

2.0

4.0

2nd Floor

45

68

2

14.48

45.3

50

65

14 0.0747

3

6.0

2.0

6.0

1st Floor

45

68

2

28.38

66.4

50

65

12 0.1046

3

6.0

2.0

6.0

1st Floor*

45

68

2

28.38

63.9

50

65

12 0.1046

4

6.0

2.0

8.0

1st Floor

65

81

2

28.38

59.1

46

58

0.1875

1

6.0

6.0

6.0

Nominal Distance

In-Plane

Out-of-Plane

Eff

Elastic

Nominal Knockout

Eff

Column

Column to Extreme Mom of Radius of Mom of Radius of Length Flexural

Axial

hole

Flat Slenderness Eff Column Design

Area

Fiber

Inertia

Gyration

Inertia

Gyration Factor

Stress

Stress

dia

Width

factor

Width Area

Strength

λ

λ

Ac

Ix

ry

Iy

rx

Fe

Fn

dh

Ae

c

K

w

b

P

c

2

4

4

2

(in )

(in )

(in )

(in )

(in)

(in)

(in)

(ksi)

(ksi)

(in)

(in)

(kips)

3rd Floor

1.20

2.00

3.37

1.68

6.25

2.29

1

78

0.65 27.66

1.5

5.761

1.565

2.40 0.794

18.7

3rd Floor*

1.49

2.00

4.16

1.67

7.74

2.28

1

77

0.65 27.61

1.5

5.701

1.239

2.82 1.063

24.9

2nd Floor

2.24

3.21

10.72

2.19

11.61

2.28

1

106

0.69 41.06

1.5

5.701

1.511

2.43 1.508

52.6

1st Floor

3.14

3.21

14.80

2.17

15.99

2.26

1

113

0.67 41.52

1.5

5.582

1.062

3.04

2.34

82.6

1st Floor*

4.18

4.00

32.40

2.78

21.31

2.26

1

122

0.64 42.09

1.5

5.582

1.069

3.02 3.114

111.4

1st Floor

4.27

3.00

23.8

2.36

23.8

2.36

1

133

0.59 39.80

1.5

5.250

0.546

3.75 3.708

125.4

The last row in Table D-8 and D-9 is for a panel with columns made up of 6 x 6 x 3/16 inch structural

tubing members (Panel D configuration). The tubing material is ASTM A500 Grade B, with minimum

(design) yield stress, Fcy and minimum ultimate stress, Fcu values of 46 ksi and 58 ksi, respectively.

Similar to the column studs, it is assumed that 1.5 inch wide holes will be drilled through the faces of

the column that are out-of-plane to the shear panel. These holes are for conduit.

The elastic flexural stress, Fe shown in Table D-9 is calculated based on Equation C-39, and, λ is

c

calculated based on Equation C-38. The nominal axial stress, Fn is then calculated based on either

Equation C-36 or C-37, depending on the value of λ .

c

The effective areas, Ae, of the columns are calculated according to Equation C-41. Values of the

terms used to define this area are also given in Table D-9. Finally, the column design strength, P, is

calculated according to Equation C-35. Values of P are given in Table D-9 for each trial column.

Through an iterative process in the spreadsheet program, trial column configurations were defined

where P exceeds the column axial load at the maximum ultimate stress in the diagonal straps, Pvumax.

From these results the column configurations marked with an asterisk in Table D-8 and D-9 were

selected for the three floor levels9.

7

Asterisk designates selected columns.

8

Asterisk designates selected columns.

9

The second floor panel shown in these tables is not marked with an asterisk because the panel anchors are inadequate,

which may require an increase in column stud thickness, tc.

D-10

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