Masonry Magazine June 1976 Page. 15
SLENDERNESS REDUCTION FACTOR (C)
1. 0
2. 8
3. 6
4. 4
5. 2
A-ONE END FIXED AND ONE END PINNED
B-BOTH ENDS PINNED
0
10
20
30
HEIGHT-TO-THICKNESS RATIO (H/T)
FIG. 5
Wall Design Curves
TABLE 2
Effect of Slenderness on Compressive Strength of High-Bond Walls
Wall
Height
Slenderness
Ratio - h/t
Average Ultimate
Strength f' (psi)
3'-3"
11.0
7567
5'-2"
17.5
7225
8'-2"
27.5
6874
10'-1"
34.0
5970
12'-3"
41.3
4336
15'-3"
51.4
3483
"Both ends fixed.
All walls were nominal 4 in. thick (3% in. actual).
"Average of three test specimens.
FIG. 6
Racking Test
sure to prolonged wet environment. The flexural strength of test walls after a simulated rainfall of 5.5 in. per hr, driven by a 50-mph wind for five days, was approximately 90 percent of that of the dry walls.
Freeze-Thaw. Resistance to freeze-thaw degradation was investigated in the laboratories of The Dow Chemical Company. The effect of freeze-thaw cycles upon flexural strength of ten control walls (4 in. thick) built with conventional type N mortar and ten walls constructed with Sarabond brand mortar additive was investigated. The walls were cured 28 days and then
FIG. 7
Allowable Wind Load on Simply Supported Non-Loadbearing Walls
FIG. 8
Allowable Wind Loads on Cantilevered Non-Loadbearing Walls