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Title: Section 2316  •  Size: 5446

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SECTION 2316 - WOOD COMBINED WITH MASONRY OR CONCRETE

2316.1 Dead Load. Wood members shall not be used to permanently support the dead load of any masonry or concrete.

EXCEPTIONS: 1. Masonry or concrete nonstructural floor or roof surfacing not more than 4 inches thick may be supported by wood members.

2. Any structure may rest upon wood piles constructed in accordance with the requirements of Chapter 18.

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3. Veneer of brick, concrete or stone applied as specified in Section 1403.6.2 may be supported by approved treated wood foundations when the maximum height of veneer does not exceed 30 feet (9144 mm) above the foundation. Such veneer used as an interior wall finish may also be supported on wood floors which are designed to support the additional load, and be designed to limit the deflection and shrinkage to 1/600 of the span of the supporting members.

4. Glass block masonry having an installed weight of 20 pounds per square foot (97.6 kg/) or less and installed with the provisions of Section 2109.5. When glass block is supported on wood floors, the floors shall be designed to limit deflection and shrinkage to 1/600 of the span of the supporting members and the allowable stresses for the framing members shall be reduced in accordance with Section 2304.3.4, Item 1.

2316.2 Horizontal Force. Wood members shall not be used to resist horizontal forces contributed by masonry or concrete construction in buildings over one story in height.

EXCEPTIONS: 1. Wood floor and roof members may be used in horizontal trusses and diaphragms to resist horizontal forces imposed by wind, earthquake or earth pressure, provided such forces are not resisted by rotation of the truss or diaphragm. See Section 2314.1.

2. Vertical wood structural panel-sheathed shear walls may be used to provide resistance to wind or earthquake forces in two-story buildings of masonry or concrete construction, provided the following requirements are met:

2.1 Story-to-story wall heights shall not exceed 12 feet (3658 mm).

2.2 Horizontal diaphragms shall not be considered to transmit lateral forces by rotation or cantilever action.

2.3 Deflections of horizontal and vertical diaphragms shall not permit per-story deflections of supported masonry or concrete walls to exceed 0.005 times each story height.

2.4 Wood structural panel sheathing in horizontal diaphragms shall have all unsupported edges blocked. Wood structural panel sheathing for both stories of vertical diaphragms shall have all unsupported edges blocked and for the lower story walls shall have a minimum thickness of 15/32 inch (12 mm).

2.5 There shall be no out-of-plane horizontal offsets between the first and second stories of wood structural panel shear walls.

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