Design Considerations for Earthquake Forces - Simplified Design of Reinforced Concrete Buildings - page 310

23.4 M = 25.4

V = 1.7

M = 25.4
V = 1.7

M = 25.4
V = 1.7

V = 3.9
M = 25.4
P = 1.7

V = 7.8
M = 50.8
P = 0.00

V = 7.8
M = 50.8
P = 0.00

V = 3.9
M = 25.4
P = 1.7

19.7

M = 72
V = 4.8

M = 72
V = 4.8

M = 72
V = 4.8

V = 7.2
M = 46.7
P = 6.5

V = 14.4
M = 93.4
P = 0.00

V = 14.4
M = 93.4
P = 0.00

V = 7.2
M = 46.7
P = 6.5

9.8 M = 104

V = 6.9

M = 104
V = 6.9

M = 104
V = 6.9

V = 8.8
M = 57.3
P = 13.4

V = 17.6
M = 114.6
P = 0.00

V = 8.8
M = 57.3
P = 13.4

V = 17.6
M = 114.6
P = 0.00

Figure 11-13 Calculations Results

Design of exterior span of the first interior beam N -S direction (first floor)

For live load and dead load calculations see Section 3.8.3

Dead load = 130(30)/1000 = 3.9 klf

Live load = 36.2(30)/1000= 1.1 klf

Moment and shear due to gravity loads may be calculated using the approximate coefficients from Figure 2-3
through Figure 2-7. The moment and shear due to wind loads were calculated in Chapters 2. The following
equations are used to determine the earthquake effects used for the ACI load combinations:

E = Q E + 0.2 S DS D = Q E + 0.2(0.16)D = Q E + 0.032D For ACI Eq (9-5)

E = Q E - 0.2S DS D = Q E - 0.2(0.16)D = Q E - 0.032D For ACI Eq (9-7)

For the first exterior span

For ACI Eq. (9-5)

M = 104 + 0.032M DL
V = 6.9 + 0.032V DL