CORRUGATED BAR COMPANY, INC. 



center to center of adjacent columns, the large dimension being used in the case of 

 oblong panels. For notation, let 



< = Total thickness of slab in inches. 

 L = Panel length in feet. 



w = Sum of live load and dead load in pounds per square foot. 

 Then, for a slab without dropped panels, minimum t = 0.024iL\/w'-\-l}/2; 

 for a slab with dropped panels, minimum t = 0.02L\/w-\-l; for a dropped 

 panel whose width is four-tenths of the panel length, minimum t=0.03 



In no case should the slab thickness be made less than six inches, nor 

 should the thickness of a floor slab be made less than one-thirty-second of 

 the panel length, nor the thickness of a roof slab less than one-fortieth of the 

 panel length, 



(d) Bending and Resisting Moments in Slabs. — If a vertical section of a slab be taken 

 across a panel along a line midway between columns, and if another section be taken 



Fig. 10 



Fig. 11 



along an edge of the panel parallel to the first section, but skirting the part of the 

 periphery of the column capitals at the two corners of the panels, the moment of the 

 couple formed by the external load on the half panel, exclusive of that over the column 

 capital (sum of dead and live load) and the resultant of the external shear or reaction at 

 the support at the two column capitals (see Fig. 10), may be found by ordinary static 

 analysis. It will be noted that the edges of the area here considered are along lines of 

 zero shear except around the column capitals. This moment of the external forces 

 acting on the half panel will be resisted by the numerical sum of (a) the moment of 

 the internal stresses at the section of the panel midway between columns (positive 

 resisting moment) and (6) the moment of the internal stresses at the section referred 

 to at the end of the panel (negative resisting moment). In the curved portion of the 

 end section (that skirting the column), the stresses considered are the components 

 which act parallel to the normal stresses on the straight portion of the section. An- 

 alysis shows that, for a uniformly distributed load, and round columns, and square 



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