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<br />§ 1545.25
<br />DWELLING HOUSE CODE
<br />iii, The longitudinal members of the
<br />frames shall have a nominal thickness of
<br />not less than twice that of the covering.
<br />iv. Spaced headers for lateral support
<br />shall be provided between longitudinal
<br />members when such members have a ratio
<br />of height to thickness of more than two to
<br />one.
<br />1545.25 Spacing of vertical staAds.
<br />Maximum stud spacing for bearing-wall
<br />and partition sheathing and for use in
<br />stressed skin panels or other prefabricated
<br />construction shall be determined by en-
<br />gineering analysis or by test prescribed for
<br />prefabricated assemblies in Section 1555.05.
<br />For yard lumber, the vertical loads shall not
<br />exceed the limits specified in TABLE 45C ex-
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<br />cept as otherwise provided in Section
<br />1545,03, When stress grade materials are
<br />used, the stresses and design shall conform
<br />to the NLMA National Design Specification
<br />for Stress C~•ade Lumber and its Fastenings,
<br />or other accepted engineering practice.
<br />1545.26 At-grade protection.
<br />All exterior structural and non-load-bear-
<br />ing wood frame work shall be supported on
<br />the foundation walls not less than 6 inches
<br />above the finished grade. All untreated wood
<br />sill plates shall be isolated from masonry or
<br />concrete with waterproof felt or corrosion-
<br />resistive metal or shall be bedded in a ce-
<br />ment mortar topping which shall be finished
<br />to provide a true and even bearing,
<br />CHAPTER 47. STRUCTURAL STEEL AND IRON.
<br />1547.01 Material.
<br />(a) Structural Steel. Structural steel
<br />shall conform to ASTM A 7.
<br />(b) Rivet Steel. Rivet steel shall conform
<br />to ASTM A 141,
<br />(e) Joists Formed of Strip or Sheet Steel.
<br />Steel joists and light gage formed steel struc-
<br />tural members shall be formed of steel con-
<br />forming to ASTM A 245, ASTM A 246, or
<br />ASTM A 303 and shall be of a quality at least
<br />equal to Grade C under the applicable
<br />standard.
<br />(d) Cast Iron. Cast iron shall conform to
<br />ASTM A 48, and shall have a minimum ten-
<br />sile strength of 20,000 psi.
<br />(e) Stock Materials, Stock materials shall,
<br />be of a quality equal to that called for by
<br />subsection (a) of this Section. Mill test re-
<br />ports shall constitute a sufficient record as to
<br />the quality of material taken from stock.
<br />(f) Welding Rods. Arc-welding electrodes
<br />shall conform to ASTM A 233. Gas-welding
<br />rods shall'conform to ASTM A 251.
<br />T 547.02 Design and erection of steel.
<br />Structural steel design and erection shall
<br />be in accord with the RISC Specification for
<br />the Design, Fabrication.. and Erection ,of
<br />S.tructur¢l_,Steel for Buildings. Steel joist
<br />construction shall be designed and erected in
<br />conformity .with the provisions of ASA
<br />A87.I. ~ Open web steel joist design and erec-
<br />tion shall be in accord with Steel Joist In-
<br />stitute Standard Specifications for Open Web
<br />Steel Joist Construction, Light gage formed
<br />steel: structural members shall be designed
<br />in accord with the AISI Light Gage Steel
<br />Design Manual and AISI Bulletin V-Steel
<br />Regulations.
<br />1547.03 i~'eflding,
<br />The technique of welding employed, the
<br />appearance of quality of welds made, and the
<br />methods used in correcting defective work
<br />shall conform to the American Welding. So-
<br />ciety Code for Arc and Gas Welding in
<br />Buildi~ag Construction. Welds shall be made
<br />only by operators who have been previously
<br />qualified by tests prescribed in American
<br />Welding Society Standard Qualification Pro-
<br />cedure and certified as provided under the .
<br />applicable provisions for registrations, li-
<br />censing and certificate of qualification in
<br />Chapter 15, to perform the type of work re-
<br />quired, except that this provision need not
<br />apply to tack welds not later incorporated
<br />into finished welds .intended, to carry cal-
<br />culated stresses.
<br />1547.04 Design of cast-iron.
<br />Cast-iron structural members shall be de-
<br />signed. so that the maximum static stresses
<br />shall not.exceed 3000 psi in tension or shear,
<br />16000 psi in compression in bending, and in
<br />compression on columns 9000 psi .minus 40
<br />L/R, where L is the length in inches and R
<br />is the least radius of gyration, with L/R not
<br />exceeding 70. Cast-iron columns shall have
<br />a minimum thickness of metal of 1/12 the
<br />diameter or least dimension of cross=section,
<br />with a minimum thickness of 3/4 inch. The
<br />outside diameter of a cast-iron column shall
<br />be at least 5 inches: Cast-iron lintels shall
<br />have a minimum thickness of 3/4 inch and
<br />shall not iie used for spans exceeding 6 feet,
<br />
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<br />Glazing and Glass Block
<br />§ 1571.03
<br />24 inches each side of such openings or be
<br />of equivalent length with hooks. The rein-
<br />forcement, both above and below, shall be
<br />equivalent to one 5/s inch round rod for
<br />each 6 inches or fraction thereof of wall
<br />thickness,
<br />1569.04 Stone,
<br />The minimum thickness of 'walls of stone
<br />ashlar shall be not less than. that required
<br />for solid masonry walls under Section
<br />1569,02. Rubble stone walls shall be not
<br />less than 16 inches thick. In ashlar masonry,,
<br />bond stone uniformly distributed shall be
<br />provided to the extent of not less than 10
<br />per cent of the area. Rubble stone masonry
<br />shall have bond stones with a maximum
<br />spacing of 3 feet vertically and horizontally.
<br />1569.05 Structural clay file and hollow con-
<br />crete masonry units.
<br />Walls of structural clay file or hollow
<br />concrete masonry units shall have a.thick-
<br />ness of not less than that required for plain
<br />solid masonry walls as set forth in Section
<br />1569.02, subject to the requirements for
<br />bracing.tabulated in Section 1569.01. When
<br />laid with cells vertical; hollow masonry units
<br />shall have full mortar coverage of the face
<br />shells in both the horizontal and vertical
<br />joints;,when laid with cells horizontal, units
<br />shall be bedded solidly in mortar and joints
<br />between contiguous face shells shall be filled
<br />solid with mortar. Where two or more hol-
<br />low units are used to make up the thickness
<br />of a wall, the stretcher courses shall be
<br />bonded.at vertical intervals not exceeding
<br />34 inches by a course lapping at least 33/4
<br />inches beyond the unit below, or by lapping
<br />with units at least 50 per cent greater in
<br />thickness than the units .below at vertical
<br />intervals not exceeding 17 inches,
<br />1569.06 Cavity walls and hollow walls. of
<br />solid units. -
<br />(a) Thickness and height. Cavity walls
<br />and hollow walls of solid masonry.units shall
<br />be not less in thickness than required for
<br />plain solid masonry in Section 1569.02, sub-
<br />ject to the requirements for bracing tabu-
<br />lated in Section 1569.01, and provided fur-
<br />ther that 10-inch cavity .walls shall not ex-
<br />ceed 25 feet in height above the support of
<br />such cavity walls.
<br />(b) Cavity wall construction. In cavity
<br />walls, neither the facing nor backing shall be
<br />less than 33/4 inches in nominal thickness,
<br />and the cavity shall be not less than 2 inches
<br />nor more than 3 inches in width. The facing
<br />and backing shall be tied together with
<br />bonding ties of at least 3/16 inch diameter
<br />steel rods or metal ties of equivalent stiff=
<br />ness, coated with a noncorroding metal or
<br />other protective coating; one:of which shall
<br />be used for each 3 square feet of wall sur-
<br />face. Where hollow masonry units are laid
<br />with the cells vertical, rectangular ties shall
<br />be used; in other walls, the ends of metal rod
<br />ties shall be bent to 90° angles to provide
<br />hooks not less than 2 inches long. Metal ties
<br />shall be embedded in horizontal joints of the
<br />facing and backing. Additional bonding ties
<br />shall be provided at all openings, spaced not
<br />more than 3 feet apart around the perimeter
<br />and within 12 inches of the opening. Cavity
<br />walls of plain concrete shall be reinforced
<br />as provided in Section 1569.03. The cavity
<br />shall be kept clear of mortar droppings or
<br />other materials. Approved flashing shall be
<br />installed and drainage (seep holes) provided
<br />at the base of the cavity to keep water and
<br />dampness away from the backing.
<br />(c) Construction of hollow walls of solid
<br />units: In hollow walls of solid masonry
<br />miits, such as rolock walls or bonded hollow
<br />walls, the facing and backing shall be tied
<br />together with headers or bonding units as
<br />required for solid masonry walls so that the
<br />parts of the wall will exert common action
<br />under the load.. A course of -solid masonry
<br />shall be placed at the top of such walls and
<br />under joists and beams.
<br />CHAPTER 71: GLAZING AND GLASS SLOCK.
<br />1571:01 Quality of glass panes.
<br />Each glass pane shall be factory-labeled
<br />as to quality. Glass shall be not less than
<br />single strength, B quality, except that in
<br />doors, double strength shall be required for
<br />panes with~least dimension greater than 12
<br />inches,
<br />cured in place with glazing beads, points or
<br />sprigs and -faced-puttied. Glass set in metal
<br />sash shall be back puttied and secured with
<br />glazing clips, metal molds or strips; unless
<br />otherwise approved by the Building Official:
<br />Glass 'set iri doors shall be bedded in putty
<br />and secured with molds or strips,
<br />1571.02 Installation of glass panes. 1571,03 Glass 'block construction-general.
<br />Glass set in wood windows shall, be. se- Glass black construction may be used in
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