The modal period of vibration (sec) of the mth

∆d

Tm

Diaphragm displacement, in a one-story building

mode of the building as determined in paragraph

with a flexible diaphragm, due to a lateral load

3-2c.

equal to the weight of the building (in. or mm).

t

Thickness of the web of a diaphragm in Equation

∆w

5-12 and 5-13 (in. or mm).

In-plane wall displacement in a one-story building

with a flexible diaphragm, due to a lateral load

t1

Thickness of flat sheet element in a steel deck

equal to the weight of the building (in or mm).

diaphragm (in or mm).

∆w

Web component of diaphragm deflection (in. or

1

mm).

t2

Effective thickness of fluted element in a steel

deck diaphragm (in. or mm).

δem

The modal of Level x at the center of the mass at

x

and above Level x determined by an elastic

tw

Thickness of wall web (in. or mm).

analysis, paragraph 3-2c (in or mm).

Vm

The portion of the base shear contributed by the

δm, δm The modal deflection of Level x at the center of

mth mode (kips or K-N).

x

x

the mass at and above Level x as determined by

Equation 3-21 (in or mm).

Vme

The expected vertical nominal shear strength in a

non-special segment of a truss moment frame (kips

φ

Resistance factor.

or K-N).

φim

Vs

Shear strength of the link beam in an eccentric

The displacement amplitude at the ith level of the

braced frame (kips or K-N).

building for the fixed base condition when

vibrating in its mth mode, Paragraph 3-2c.

Vs

Shear strength provided by shear reinforcement (lb

or N).

φxm

The displacement amplitude at the xth level of the

structure when vibrating in its mth model

Vu

Required shear strength (lb or N) due to factored

loads in paragraph 5-5b(2)(c).

ρg

Ratio of area of total wall or pier reinforcement to

area of gross section.

vs

Average shear wave velocity in top 100 ft (30 m);

see Table 3-1 (fps or mps).

∑ M*pb Moment at the intersection of the beam and

column centerlines determined by projecting the

W

Uniformly distributed load on a diaphragm in

beam maximum developed moment from the

Equation 5-10 (lbs. or N).

column face in paragraph 5-5 (c)(7)

(in-lb or N-mm).

Wm

The effective modal gravity load determined in

accordance with Equation 3-15 (kip or kN).

∑ M*pc Moment at intersection of the beam and column

centerline determined by projecting the sum of the

w

Moisture content (in percent), ASTM D2216-92.

nominal column plastic moment strengths,

induced by the axial stress, Puc/Ag, from the top

w

Unit weight of concrete in Equation 5-13

and bottom of the beam moment connection in

(lbs/cu ft or N/m3).

paragraph 5-5(c)(7) (in-lb or N-mm).

wi, wx

The portion of the total gravity load, W, located or

assigned to Level i or x (kip or kN).

Plastic section modules of a member (in3 or mm3).

Ζ

α

A form factor in Equation 5-10 and 5-12.

∆

The design story drift as determined in Section

5.3.8.1 of NEHRP 97 (in. or mm).

B-3

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