c. Column Bending and Composite Behavior. The shear panel anchor guidance will provide

moment resistance at the column ends, especially when no axial load is applied to the columns. The

columns built up from studs must be designed to act as a composite cross-section. Table D-10 gives

the intermittent weld length, L (2 inches for each built-up column in Table D-10) and maximum center-

to-center intermittent weld spacing, smax needed to ensure composite behavior of the columns. This

is based on Equation 3-9. Based on the values of smax given in Table D-10, actual weld spacing is

selected that round down to the nearest full inch from the values given in Table D-10. These welds

are made between all studs in the column and begin at both ends of the columns.

d. Column Combined Axial and Moment Capacity. The combination of axial and bending

load is evaluated for each trial shear panel. For each case, an interaction value is determined

according to Equation 3-10. Table D-10 shows that the interaction values, I fall below 1.0 for all

columns in this example.

Max

Area on

Distance Mom of Weld Intermittent

Strap

Max Est

Applied

Column

Column

Column 1 Side of to Neutral Column Shear/ Weld Max o.c. Max Yield Lat Defl

Moment Nominal Interaction

at Strap @ δymax Moment

Shear Crit Weld

Axis

Area

Length Length Spacing

Stress

s

Vcm

smax

Fsymax

Ma

Mnx

A

y

Q

q

L

Yield

I

2

3

(in )

(in )

δymax (in)

(in)

(k/in)

(in)

(in)

(ksi)

(k-in)

(k-in)

(kips)

s

1.1

0.60

1.60

1.0

0.3

2.0

14.3

66

0.478

33.7

55.6

0.952

1.4

0.75

1.60

1.2

0.4

2.0

14.3

66

0.478

41.8

68.7

0.954

2.9

1.49

1.61

2.4

0.7

2.0

12.1

66

0.528

100.4

191.9

0.928

4.2

2.09

1.62

3.4

1.0

2.0

11.7

66

0.514

144.4

265.2

0.967

7.4

2.09

2.20

4.6

1.1

2.0

10.7

66

0.514

274.3

405.0

0.983

75

0.584

236.0

364.9

0.947

e. Column Shear Capacity. The column design shear capacity, VC is calculated according

Equation C-46 for each trial column. The values are shown in the second column of Table D-11.

These are below the strap maximum estimated ultimate lateral capacity (Phumax = Ω 0QE) calculated

according to Equation 3-24, with values given in the third column of Table D-11. Therefore, the

additional shear capacity from anchors is needed to resist the maximum lateral force, as shown in

Paragraph 12a.

D11. DIAGONAL STRAP-TO-COLUMN CONNECTIONS. Diagonal strap-to-column connections are

designed to resist the maximum estimated ultimate force in the strap, Psu defined by Equation 3-15.

Values of Psu are given in the second column of Table D-12 for each panel.

a. Screwed Fastener Connection Design. All screws used in this example are #10 self-

tapping hex head screws, as this is the largest practical size that will not interfere with drywall

installation. The nominal screw diameter, d for #10 screws is 0.190 inches.10 The following fastener

layout guidance is based on the Screwed Fastener Connection Design guidance in Chapter 3,

Paragraph 9a:

10

AISI Specification Commentary, Table C-E4-1.

D-11

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