1 kip = 4.448 KN
1 plf = 14.59 N/m
The self-weight inertial effects of the shear walls due to the weight tributary to the upper roof must now be
added to the shears determined for shear wall lines B, C, G and H.
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Weight of wall line B tributary to the upper roof = 38 kips
Self-weight inertial force = CsW = (0.167)(38) = 6.35 kips
Total shear to wall line B tributary to upper roof diaphragm = (13.4 k) + (6.35 k) = 19.8 k (88.1 KN)
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Wall line H same as line B, Total shear = 19.8 k (88.1 KN)
The shear from wall lines B & H is transferred through the horizontal bracing to shear wall lines A &
I, respectively.
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Weight of wall line C tributary to the upper roof = 6 k
Self-weight inertial force = CsW = (0.167)(6) = 1.0 k
Total shear to wall line C tributary to upper roof diaphragm = (5.86 k) + (1.0 k) = 6.86 k (30.5 KN)
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Wall line G same as line C, Total shear = 6.86 (30.5 KN)
Chord forces:
The upper roof diaphragm is analyzed as two subdiaphragms (one for grid lines 2-7 and one for grid lines
7-8).
Transverse direction:
The spans act as simply supported elements between the moment frames and concrete shear walls.
H3-20
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