The resulting stress ratio on the left side is;

105.31ft - kips (12"/1' ) / 35.3 - in3

M toe / S x,toe

=

=

= 1.6 > 1.2

108.35ft - kips (12"/1' ) / 58 - in3

Strength requirements;

Roof Beam:

The following maximum loads were obtained from the analysis output at the toe of the haunch;

M u,beam = 23.06ft - kips (31.3KN - m), Vu,beam = 6.37 k (28.33KN)

unbraced length ` b'of the compression flange of 5'

L

)

k

nd

per AISC LRFD 2 ed. maximum uniform load tables

∴ M u,beam = 23.06ft - kips < 109 ft - kips = *φ*b M n (31.3KN-m < 147.8KN-m)

Vu,beam = 6.37 k < 69 k = *φ*v Vn (28.33KN < 306.9KN)

Check unbraced length of beam flanges (per AISC seismic provisions);

Try 5'on center (same spacing as the perpendicular floor joists);

2500(1.08" )(1'/12" ) 2500ry

L b = 5' < 6.25' =

=

(1.53m < 1.91m)

36ksi

Fy

Column:

Columns are loaded both in flexure and axially and are therefore beam columns. Additionally, the frames

the columns are in are not braced against sidesway and therefore magnified moments due to sidesway must

be determined.

A free body diagram showing loading as well as moment, shear, and axial load diagrams for the most

highly loaded column are shown below.

1-kip = 4.448KN

1-ft-kip = 1.36KN

H4-26

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