UFC 4-023-03
25 January 2005
3) Column to foundation connections are considered pinned (no rotation
restraint)
4) Each floor was taken as a rigid diaphragm
5) Beams were analyzed and designed as rectangular sections (not T-beams)
6) Material properties: concrete strength (fc') = 5 ksi, rebar yield strength (fy) =
C-2.3
Loading Assumptions.
1) Total Dead Load (D) is equal to DL+SDL+CL (see below).
2) Dead Load (DL) is equal to the self weight of the members. Since the flooring
and gravity beams were not modeled, the DL caused by these members was
assumed to be 54 psf based on a pan joist framing arrangement with
lightweight concrete.
3) Super-imposed Dead Load (SDL) is equal to 35 psf. SDL includes partitions,
ceiling weight, and mechanical loads.
4) Cladding Load (CL) is equal to 180 plf and is applied only on perimeter
beams. CL is assumed to weight 15 psf with 12 ft. story heights.
5) Live Load (L) is equal to 50 psf. The live loads are reducible.
6) Wind loads were applied as concentrated loads at the centroid of rigid floor
diaphragms. Wind Load (W) was determined per IBC 2003 using 80 mph.
From 0-15 ft., W = 22.6 psf. From 15-25 ft., W = 25.4 psf. From 25-40 ft., W =
28.0 psf. From 40-60 ft., W = 30.5 psf.
7) Earthquake Load (E) is assumed not to control the design because the
building is in a non-seismic region (Zone 0). Therefore, E does not control
design.
8) Other Loads: Snow Loads (S), Rain Loads (R), Roof Live Loads (Lr) are all
assumed as negligible.
C-2.4
Load Combinations (per IBC 2003, Section 1605).
Eq1:
1.4*(DL+SDL+CL)
Eq2:
1.2*(DL+SDL+CL) + 1.6*(L)
*Eq3:
1.2*(DL+SDL+CL) + 0.8*(W)
*Eq4:
1.2*(DL+SDL+CL) + 1.6*(W) + 0.5*(L)
*Eq5:
0.9*(DL+SDL+CL) + 1.6*(W)
*Eight wind directions were used in Eq3-Eq5 load combinations. For diagonal
wind directions, 75% of the wind in each direction was used.
C-2
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