Trial column stud sizes are selected as summarized in Table D-7. Each frame has two shear panels

in the short direction of the building, and each shear panel has two columns so that the 1st, 2nd and 3rd

floor columns have four, three and two studs, respectively. This table also summarizes the size of

individual studs for the purpose of determining the area of the column studs relative to all other studs.

The individual studs include the interior studs inside the shear panels plus all additional individual

studs making up the bearing walls in this short-direction frame of the building.

Total

Total

Short

# Studs # Studs

Area/

Area of

# Ind Stud

Area/

Area of

% Gravity

Gravity

Gravity

Dead

Floor

Dir #

in Short

in Long

Column

Short

in Short

Indiv

Indiv &

Carried by

/Frame

/Frame

Load

Live

of bays

Dir Col

Dir Col

Stud

Dir Col

& Long

Stud

Long Dir

Short Dir

Short Dir

Short Dir

Panel

SDS

Level

DT=D+EW+IW Load, L

nS-1

As

AcS

Dir

As

Col Studs Columns

GLmax

GLmin

(in2)

(in2)

(in2)

AI&cL (in2)

(g)

(kips)

(kips)

(%)

(kips)

(kips)

3rd

0.82

228

0

8

8

8

0.478

3.82

68

0.299

24.16

14%

5.3

2.9

Cumulative

228

0

5.3

2.9

2nd

0.82

507

403

8

12

12

0.747

8.96

68

0.359

33.38

21%

23.6

9.9

Cumulative

736

403

29.0

12.8

1st

0.82

511

403

8

16

16

0.747

11.95

68

0.359

36.36

25%

27.8

11.6

Cumulative

1247

807

56.8

24.4

Level

Size of Column Studs Number of Column Studs

Size of Individual

Number of

Studs

Individual

Short

Long

Studs

Direction

Direction

rd

3 Floor 2"x 6"x 48 mil (18 ga)

8

8

2"x 6"x 30 mil (22 ga)

68

nd

2 Floor 2"x 6"x 75 mil (14 ga)

12

12

2"x 6"x 36 mil (20 ga)

68

st

1 Floor 2"x 6"x 75 mil (14 ga)

16

16

2"x 6"x 36 mil (20 ga)

68

Table D-6 summarizes the area calculations based on the trial stud sizes. This table shows that 25,

21, and 14% of the total gravity load in the tributary area of one short-direction frame is carried by the

short direction shear wall columns. The remaining gravity loads are carried by individual studs and

shear panel column studs in the long direction of the building. These gravity loads are summarized in

Table D-6.

The Ω 0QE, term in Equation D-23 accounts for material overstrength in the diagonal straps. The

vertical component in the straps will place additional compressive loads in the columns. The total

column axial load at the maximum ultimate stress in the diagonal straps, Pvumax, is determined from

Equation 3-5, and is repeated below:

GL max

H

+ Fsu max n s b s t s

Pvu max =

(Eq D-24)

2

2

H + W

2

Table D-8 gives values for Pvumax for each trial shear wall column at each floor in the short-direction

frame of the barracks building.

b. Column Axial Capacity. Table D-8 also presents trial column configurations defined in

terms of their yield stress, Fcy, column stud or structural tubing material thickness, tc number of studs

per column, panel thickness, bc and column depth, hc. The panel thickness is the column width in the

out-of-plane direction of the panel and column depth is the column width in the in-plane direction of

the panel. Each of the column studs are 6 inches deep with a 2 inch wide flange. They are welded

together to form a closed column section and are oriented so that the stud flanges are parallel to the

plane of the shear panels (see Panels A1 and A2 in Appendix B). In this orientation, the column

depth, hc is simply the number of studs per column times 2 inches. Table D-9 presents the column

D-9

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