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 4.2.1
Roof Live Load. Shall be applied to the horizontal roof
protection. Roof live loads shall be:
0 to 200 square feet tributary area - 20 psf
200 to 600 square feet tributary area - linear
variation 20 psf to 12 psf
over 600 square feet tributary area - 12 psf
4.2.2
Wind Pressure. Wind design loads shall be computed in accordance
with ANSI A58.1 for exposure "C" and a basic wind speed of 100
miles per hour.
4.2.2.1
Typical Wind Loading.
As shown on drawings (Figure 67b).
4.2.2.2
Wind Loading at Building Corners.
As shown on the drawings
(Figure 67b).
4.2.2.3
Wind Loading on Girts.
As shown on drawings (Figure 67b).
4.2.2.4
Wind Loading on Purlins and Roof Tributary Areas.
As shown on
drawings (Figure 67b).
4.2.2.5
Wind Loading for Design of Overall Structure.
As shown on drawings
(Figure 67b).
4.2.3
Auxiliary and Collateral Design Loads. Auxiliary and collateral
design loads are those loads other than the basic design live,
dead, and wind loads; which the building shall safely withstand,
such as ceilings, insulation, electrical, mechanical, and plumbing
systems, and building equipment and supports.
4.3
Application of Design Loads.
4.3.1
Roof Live Load and Dead Load. The roof live load (L), and dead
load (D), shall be considered as a uniformly distributed loading
acting vertically on the horizontal projection of the roof.
4.3.2
Snow Loads.
Application of 30 psf due to snow loads.
4.3.3
Wind Loads (W).
Application of forces due to wind shall conform to
ANSI A58.1.
4.3.4
Combination of Loads. The following combinations of loads shall be
considered in the design of all members of the structure:
D+L
D+W
.75 (D + L + W)
4.4
Deflection Limitations.
4.4.1
Structural Framing. The primary and secondary framing members
shall be so proportioned that their maximum calculated roof live
load deflection does not exceed 1/120 of the span.
2.08-244
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