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Unformatted text preview: , along and in line with run of stair adjoining stud walls and partitions. 4. Around top, bottom, sides, and ends of sliding door pockets. 5. In spaces between chimneys and wood framing, loose incombustible materials shall be
placed in incombustible supports, or a metal color tightly fitted to the chimney and nailed
to the wood framing may be used. Section 4.02: Types of Construction
(a) Three basic types of construction and associated design assumptions are permissible under
the respective conditions stated herein after, and each will govern in a specific manner the size of
members and the types and strength of their conditions.
(b)Type 1, commonly designed as "rigid-frame" (continuous frame), assumes that beam-to column
connections have sufficient rigidity to hold virtually unchanged the original angles between intersecting
(c) Type 2, commonly designed as "conventional" or "simple" framing (unrestrained, free-ended),
assumed that insofar as gravity loading is concerned, the ends of beams and girders are connected for
shear only, and are free to rotate under gravity load.
(d) Type 3, commonly designed as "semi-rigid framing" (partially restrained), assumes that the
connections of beams and girders possess a dependable and known moment capacity intermediate in
degree between the complete rigidity of Type 1 and the complete flexibility of Type 2.
(e) The design of all connections shall be consistent with the assumptions as to type of construction
called for on the design drawings.
(f) Type 1 construction is unconditionally permitted under this Code. Two different methods of
design are recognized. Within the limitation laid down in Section 4.27, members of continuous frames,
or continuous portions of frames may be proportioned, on the basis of their maximum predictable
strength, to resist the specified design loads multiplied by the prescribed load factors, otherwise Type 1
construction shall be designed, within the limitations of Section 4.05, to resist the stresses produced by
the specified design loads, assuming moment distribution in accordance with elastic theory. (g) Type 2 construction is permitted under this Code, subject to the stipulations of the following
paragraph wherever applicable.
(h) In ties buildings, designed in general as Type 2 construction (that is, with beam-to column
connections other than wind connections assumed flexible under gravity loading) the distribution of the
wind moments between selected-joints of the frame may be made by a recognized empirical method
1. The connection and connected member have the capacity to resist the wind
moments. 2. The girder is adequate to carry the full gravity load as a "simple beam." 3. The connection has adequate inelastic rotation capacity to avoid overstress of the
fasteners or welds under combined gravity and wind loading. (i) Type 3 (semi-rigid) construction will be permitted only upon evidence that the connections t...
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- Fall '12