The following sources are available for more detailed information: Think Brick Australia Australian Standards relevant to masonry The Building Code of Australia All information contained in this publication was believed to be correct at the time of collation. Brickworks Building Products takes no responsibility for any errors or omissions. Users of this document are advised to make their own decision as to the suitability of this information for their situation. Brick Technical Manual 3 1.1 Defining Masonry Units According to AS/NZS 4455.1 Part 1, masonry units are defined in the following manner: Table 1 Graphical representation and physical guidelines for masonry unit descriptions Type of Unit Description a) Solid unit A unit that contains recesses no greater than 10% of its gross volume and is intended to be laid with full bed joints b) Cored unit A unit with cores, intended to be laid with its cores vertical and with full bed joints c) Hollow unit A unit with a void percentage higher than 70%, intended to be laid with its cores vertical and with face-shell-bedded joints bed joints d) Horizontally cored unit A unit with cores, intended to be laid with its cores horizontal and with full bed joints e) Special purpose unit A unit that does not fall within the paramentres of the above

Store-front construction, usually semicustom-built of stock moldings of stainless steel, aluminum, bronze, or wood. In the development of thin-wall buildings and wall-panel construction, windows have become more a part of the wall rather than units to fill an opening. Wall panels of metal and concrete incorporate windows as part of their general makeup; a wellintegrated design will recognize this inherent composition. FIGURE 11.57 Continuous top-hung window. FIGURE 11.58 Window installed in precastconcrete sandwich wall panel. Manufacturers of metal wall panels can furnish formed metal window frames specifically adapted to sash type and wall construction. In panel walls of precast concrete, window frames can be cast as an integral part of the unit or set in openings as provided (Fig. 11.58). The cast-in-place method minimizes air infiltration around the frame and reduces installation costs on the job. Individual units or continuous bands of sash, both horizontal and vertical, can be readily adapted by the proper forming for head, jamb, and sill sections. Mechanical operation for pivoted and projected ventilators is achieved with a horizontal torsion shaft actuated by an endless hand chain or by motor power. Arms attached to the torsion shaft open and close the vents. Two common types of operating arms are the lever and the rack and pinion (Fig. 11.59). The lever is used for manual operation of small groups of pivoted vents where rapid opening is desirable. The rack and pinion is used for longer runs of FIGURE 11.59 Levers, rack-and-pinion, and tension-type window operators. vents and can be motor powered or manually operated. The opening and closing by rack and pinion are slower than by lever arm. Usually one operating arm is furnished for each vent less than 4 ft wide and two arms for each vent 4 ft or more wide. Mechanical operators should be installed by the window manufacturer before glazing of the windows. Continuous top-hung windows are mechanically controlled by rack-and-pinion or tension-type operators (Fig. 11.59). The purpose of doors is to close openings that are needed in walls and partitions for access to building interior spaces, when closing is required to prevent trespass by unauthorized persons, to provide privacy, to protect against weather, drafts, and noise, and to act as a barrier to fire and smoke. Many types of doors are available for this. They may be hinged on top or sides to swing open and shut, they may slide horizontally or vertically, or they may revolve about a vertical axis in the center of the opening. A large variety of materials also is available for door construction. Wood, metal, glass, plastics, and combinations of these materials with each other and with other materials, in the form of sandwich panels, are in common use. Selection of a type of door and door material depends as much on other factors as on the primary function of serving as a barrier. Cost, psychological effect, fire resistance, architectural harmony, and ornamental considerations are but a few of the factors that must be taken into account. Doors may be classified as ordinary or special purpose. Ordinary doors are those used to protect openings up to about 12 ft high or wide. Often, such doors are available in stock or standard sizes. Larger doors may be considered special purpose, because they are generally custom designed and built and require specially

1000m 1 1 1000m R  n R  1000m
  R   n (5.185) n1 a n n a a n1 a n nn1 n1 The plate loads are 1 R R P 
n  n1 (5.186) n cos k k n n n1 Step 11. Assume that the loading on each plate is Pn sin (x/L) (Fig. 5.99e), and calculate the midspan (maximum) bending moment. For a simple beam, Step 12. Using Eq. (5.180), compute the free-edge longitudinal stresses at midspan. Then, as in Step 6, apply a shear at each edge to equalize the stresses. Determine the adjusted stresses by converging approximations. Step 13. Compute the vertical component of the edge deflections at midspan from E 144 n1   n n n1  
  (5.187) L2 n 2k a a n n n1 or for a vertical plate from E 144(  ) n1 n   (5.188) L2 n 2hn Step 14. Using Eq. (5.183), determine the midspan angle change  at each edge. Step 15. At each edge, set up an equation by putting the sum of the angle changes equal to zero. Thus, after division by E/L2: P       0. Solve these simultaneous equations for the unknown moments. Step 16. Determine the actual reactions, loads, stresses, and deflections by substituting for the moments the values just found. Step 17. Compute the shear stresses. The shear stresses at edge n (Fig. 5.99) is  T  T n1 n A (5.189) n n1 2 n In the example, To  0, so the shears at the edges can be obtained successively, since the stresses are known. For a uniformly loaded folded plate, the shear stress S, psi, at any point on an edge n is approximately 2T 1 x S  max
  (5.190) 3Lt 2 L With a maximum at plate ends of TS  max (5.191) max 3Lt The shear stress, psi, at middepth (not always a maximum) is 3P L S  S 1 x n n1 n
v 
    (5.192) n 2A 2 2 L n and has its largest value at x  0: 0.75P L S  S v  n  n1 n (5.193) max A 4 n For more details, see D. Yitzhaki and Max Reiss, Analysis of Folded Plates, Proceedings Paper 3303, Journal of the Structural Division, American Society of Civil Engineers, October 1962. A cable is a linear structural member, like a bar of a truss. The cross-sectional dimensions of a cable relative to its length, however, are so small that it cannot withstand bending or compression. Consequently, under loads at an angle to its longitudinal axis, a cable sags and assumes a shape that enables it to develop tensile stresses that resist the loads. Structural efficiency results from two cable characteristics: (1) uniformity of tensile stresses over the cable cross section, and (2) usually, small variation of tension along the longitudinal axis. Hence, it is economical to use materials with very high tensile strength for cables. Cables sometimes are used in building construction as an alternative to such tension members as hangers, ties, or tension chords of trusses. For example, cables are used in a form of long-span cantilever-truss construction in which a horizontal * Reprinted with permission from F. S. Merritt, Structural Steel Designers Handboo, McGraw-Hill Book Company, New York. FIGURE 5.101 Simple cable: (a) cable with a uniformly distributed load; (b) cable with supports at different levels. FIGURE 5.100 Two types of cable-stayed girder construction for roofs. roof girder is supported at one end by a column and near the other end by a cable that extends diagonally upward to the top of a vertical mast above the column support (cable-stayed-girder construction, Fig. 5.100). Cable stress an be computed for this case from the laws of equilibrium. Cables also may be used in building construction instead of girders, trusses, or membranes to support roofs, For the purpose, cables may be arranged in numerous ways. It is consequently impractical to treat in detail in this book any but the simplest types of such applications of cables. Instead, general procedures for analyzing cable-supported structures are presented in the following. 5.16.1 Simple Cables An ideal cable has o resistance to bending. Thus, in analysis of a cable in equilibrium, not only is the sum of the moments about any point equal to zero but so is the bending moment at any point. Consequently, the equilibrium shape of the cable corresponds to the funicular, or bending-moment, diagram for the loading (Fig. 5.101a). As a result, the tensile force at any point of the cable is tangent there to