ESR-2408 - ASC Steel Deck, A Division of ASC Profiles Inc. - ladbs

ESR-2408 | Most Widely Accepted and Trusted Page 35 of 42TABLE 13—RATIO OF ALLOWABLE DIAPHRAGM SHEARS FOR DECKS WITH CONCRETE FILL ATTACHED TOSUPPORTS WITH MECHANICAL FASTENERS VERSUS PUDDLE WELDS 1,2,3DECK TYPE2"LTWTCONCRETE SLAB THICKNESS OVER TOP OF THE DECK AND CONCRETE TYPE2 1/2"LTWT3 1/4"LTWT4 3/16"LTWT2"NWT2.5" NWT 3.5" NWT4"NWT4.5" NWTB, BR and BF 0.49 0.54 0.60 0.66 0.58 0.64 0.73 0.76 0.79 0.83N, NR and NF 0.61 0.66 0.73 0.80 0.71 0.77 0.86 0.89 0.92 0.952W and 2WF 0.55 0.61 0.68 0.74 0.66 0.72 0.81 0.84 0.87 0.913W and 3WF 0.61 0.67 0.74 0.81 0.72 0.78 0.87 0.90 0.93 0.96For SI: 1 inch = 25.4 mm.LTWT = Structural lightweight concrete.NWT = Normal-weight concrete.Notes: 1 Substitute one mechanical fastener for each puddle weld shown in the supportweld patterns in Figure 3.Multiply diaphragm shear values in Tables 7-10 by tabulated ratios above to getallowable diaphragm shears with mechanical fasteners.2 HILTI, INC. fasteners are to be installed as described in ESR-2197.For structural steel supports with minimum thickness of 1/4 inch and greater usethe ENP2-21-L15 fastener.Fastener spacing, a c, in feet, to diaphragm perimeter members parallel to thepanel shall be:a c = 18,800 t ( 1 - 4 t ) / qwhere: t = thickness of deck in inchesq = required diaphragm shear (Allowable StressDesign) at shear transfer, in plfa c < 2.5ftFastener spacing, a c, in feet, to diaphragm perimeter members parallel to thepanel shall be:a c = 11,900 t / qwhere: t = thickness of deck in inchesq = required diaphragm shear (Allowable StressDesign) at shear transfer, in plfa c < 2.5ft5.25"NWT