Prevention of Brickwork Stains Good workmanship and correct storage of bricks during construction will ensure that a number of potential stains are avoided. In addition, the use of the correct cleaning methods will prevent further problems arising. It is also important that garden beds, paved, concrete or tiled areas should be below the level of the installed DPC and that they do not cover the weepholes in your brickwork. Building any form of structure over your weepholes can restrict the drainage of moisture that penetrates through your brickwork. Allowing moisture to enter the brickwork may result in efflorescence issues. Working with Bricks Brick Technical Manual 24 2.6.1 Guidelines for Laying Bowral Dry-Pressed Bricks These guidelines are to provide a best practice guide to laying Bowral dry-pressed bricks, which, when followed will reduce common problems. Blending bricks Blend the bricks by stripping the pack vertically rather than horizontally, as well as between a minimum of 6 packs to create an even mottle.


20 1   (9.8) b For example, suppose a 20-ft interior span of a continuous slab with equal spans is made of concrete with a strength of 4 ksi and reinforced with bars having a
c yield strength y of 60 ksi. Factored dead and live loads are both 0.100 ksf. The factored moments are determined as follows: Maximum negative factored moments occur at the supports of the interior span when this span adjacent spans carry both dead and live loads. Call this loading Case 1. For Case 1 then, maximum negative factored moment equals M
(0.100  0.100)(20)2 /11
7.27 ft-kips / ft u The corresponding positive factored moment at midspan is 2.73 ft-kips / ft. Maximum positive factored moment in the interior span occurs when it carries full load but adjacent spans support only dead loads. Call this loading Case 2. For FIGURE 9.11 Factored bending moments in an interior 20-ft span of a continuous oneway slab: (a) factored moments for Case 1 (this and adjacent spans fully loaded) and Case II (this span fully loaded but adjacent spans with only dead load); (b) Case I factored moments after redistribution. Case 2, then, the negative factored moment is (10.00  5.00)
5.00 ft-kips / ft, and the maximum positive factored moment is 5.00 ft-kips / ft. Figure 9.11a shows the maximum factored moments. For the concrete and reinforcement properties given, the balanced-reinforcement ratio computed from Eq. (9.27) is b
0.0285. Assume now that reinforcement ratios for the top reinforcement and bottom reinforcement are 0.00267 and 0.002, respectively. If alternate bottom bars extend into the supports, 

0.001. Substitution in Eq. (9.8) gives for the redistribution percentage The negative factored moment (Case 1) therefore can be decreased to Mu
7.27(1  0.188)
5.90 ft-kips / ft. The corresponding positive factored moment at midspan is 10  5.90
4.10 kips / ft (Fig. 9.11b). For Case 2 loading, if the negative factored moment is increased 18.8%, it becomes 5.94  5.90 ft-kips / ft. Therefore, the slab should be designed for the factored moments shown in Fig. 9.11b. For two-way slab systems, the ACI 318 Building Code permits a three-dimensional (space-frame) analysis in which the equivalent frame combines the flexibility (reciprocal of stiffness) of the real column and the torsional flexibility of the slabs or beams attached to the column at right angles to the direction of the bending moment under consideration. This method, applicable for all ratios of successive spans and of dead to live load, is an elastic (exact) analysis called the equivalent

Ash, white 0.55 9.6 1440 3,900 670 1380 960 Beech, American 0.56 8.6 1380 3,550 540 1290 850 Birch, yellow 0.55 8.3 1500 3,380 430 1110 780 Cedar, western red 0.31 5.2 940 2,770 240 770 260 Chestnut, American 0.40 5.6 930 2,470 310 800 420 Cypress, bald 0.42 6.6 1180 3,580 400 810 390 Douglas fir, coast 0.45 7.7 1560 3,780 380 900 500 Douglas fir, interior, west 0.46 7.7 1510 3,870 420 940 510 Elm, American 0.46 7.2 1110 2,910 360 1000 620 Hemlock, eastern 0.38 6.4 1070 3,080 360 850 400 Hemlock, western 0.42 6.6 1310 3,360 280 860 410 Hickory, pecan 0.60 9.8 1370 3,990 780 1480 1310 TABLE 4.14 Strength of Some Commercially Important Woods Grown in the United States* (Continued) (Results of Tests on Small, Clear Specimens) Commercial name of species Specific gravity Modulus of Rupture, ksi Elasticity, ksi Compression parallel to grain, maximum crushing strength, psi Compression perpendicular to grain, fiber stress at proportional limit, psi Shear parallel to