The selfweight inertial effects of the shear walls due to the weight tributary to the upper sloped roof must
now be added to the shears determined for shear wall lines 2, 7 and 8.

Weight of wall line 2 tributary to the upper roof = 80 kips
Selfweight inertial force = CsW = (0.167)(80) = 13.4 kips
Total shear to wall line 2 tributary to upper roof diaphragm = (2.4 k) + (13.4 k) = 15.8 k (70.3 KN)

Weight of wall line 7 tributary to the upper roof = (6.6) + (6.6) = 13.2 k (58.7 KN)
Selfweight inertial force = CsW = (0.167)(13.2) = 2.2 k (9.8 KN)
Total shear to wall line 7 tributary to upper roof diaphragm = (3.83 k) + (2.2 k) = 6.03 k (26.8 KN)

Weight of wall line 8 tributary to the upper roof = 65 k
Selfweight inertial force = CW = (0.167)(65 k) = 10.9 k
Total shear to wall line 8 tributary to upper roof diaphragm = (1.43 k) + (10.9 k) = 12.3 k (54.7 KN)
1 kip = 4.448 KN
1 foot = 0.305m
Longitudinal Direction: Seismic forces tributary to the upper roof in the longitudinal direction are resisted
by the concrete shear walls based on tributary areas. Shear wall lines B2B7 & H2H7 each resist of the
shear from the upper roof between lines 2 and 7. Shear wall lines C7C8 and G7G8 each resist of the
shear from the upper roof between lines 7 and 8. The shear force associated with normal wall line 8 is
assumed to be resisted by shear wall lines C and G, while the shear force associated with normal wall line
7 is assumed to be resisted by shear wall lines B & H. It is assumed that the diaphragm acts as a simply
supported beam element between the shear walls.
H318