Design of a two-way slab - Reinforced Concrete with FRP Bars: Mechanics and Design - page 308

The total service load, SL, is

SL := DL+LL = 199·psf

For the unit-width slab strip, the design loads per unit width are w u and
w s , for ultimate and service limit state, respectively:

w u := TFL·1 ft = 279·plf

w s := SL·1 ft = 199·plf

8.5 STEP 3—COMPUTE BENDING
MOMENTS AND SHEAR FORCES

Bending moments and shear forces are determined using a commercial
finite element analysis software. The results of the analysis relative to the
panel for ultimate conditions are summarized as follows. Because of the
symmetry, only the bending moments and the shear forces along one direc-
tion are considered:

Exterior column strip Middle strip Interior column strip

V u11 := 7.14 kip V u21 := 22.9 kip V u31 := 9.67 kip

M uNeg11 := 16.7 kip·ft M uNeg21 := 52.4 kip·ft M uNeg31 := 29.6 kip·ft

V u12 := 1.50 kip V u22 := 3.05 kip V u32 := 2.73 kip

M uPos12 := 9.60 kip·ft M uPos22 := 45.4 kip·ft M uPos32 := 17.4 kip·ft

V u13 := 11.0 kip V u23 := 28.2 kip V u33 := 16.9 kip

M uNeg13 := 30.5 kip·ft M uNeg23 := 90.2 kip·ft M uNeg33 := 55.4 kip·ft

1.19 kip
ft

1.19 kip
ft

0.81 kip
ft

v: u11 = v: u21 =

v: u31 =

kipft
ft

⋅ kipft

ft

⋅ kipft

ft

⋅

m: uNeg11 = 2.79 ⋅ m: uNeg21 = 4.36 ⋅ m: = 2.47 ⋅ uNeg31

0.25 kip
ft

0.25 kip
ft

0.23 kip
ft

v: u12 = v: u22 = v: u32 =

1.60 kipft
ft

⋅

3.79 kipft
ft

⋅

1.45 kipft
ft

⋅

m: = m: = m: = uPos12 uPos22 uPos32

1.83 kip
ft

2.35 kip
ft

1.40 kip
ft

v: u13 = v: u23 = v: u33 =