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MC-3 TYPE 1 SKYLIGHT DESIGN OF STEEL BRACKET: For the Tributary loading area(See Figure 1) Length(L) = 3.154m Width(B) = 1.577m 2 Tributary area(A) = L x B = 3.154 x 1.577 = 4.974 m
DESIGN LOADS: Dead Load(DL) Live Load(LL) Total Load (W)
For uniformly load acting on the t he beam(350mmx350mm steel section), WL WL = W.B = 0.981(1.577) WL = 1.55 kN/m Reactions acting on the end of beam, R R = WL . L/2 = 1.55 (3.154)(0.50) R =2.44 kN : Since there are two(2) brackets on o n beam support, the force(P) acting on eac h brackets will be; P = R/2 = 2.44(0.50) P =1.22 kN
X
FIGURE 2
x
Y Figure 3
From figure 3; Distances from the centroid of the group of bolts, x = 0mm; y =50mm Resolving forces acting on its axis
f x = f y = 2
2
(x + y ) = 02 + 502 = 2,500 mm2 For moment acting due to load, M M = P.d 3 = 1.22 x 10 (100) M = 122,000 N.mm For forces acting on the on x and y axis
f x = f y =
= =
= 2440 N = 2.44 kN
= 0 kN
Forces acting on the bolts, R R = 2.44/2 Since there are two(2) bolts = 2.44 (0.5 R = 1.44 kN USING 10mmØ ASTM A307 Expansion bo lt Note: ASTM A307 Bolts are the lesser strength capacity bolts. If using ASTM A325 or ASTM A490 bolts, the allowable will increase. Check for shear 1. Shear on bolt R = 1.44 kN R n
= Fn A b
[AISC-05(J3-3)]
Where: R n = nominal shear strength Fnv = 165 Mpa A b = nominal area of bolt A b
R n R n
2
= D /4 = 3.1416(10)2/4 2 = 78.54mm =FnvA b = 165 x 78.54 = 12,959.10 N say 12.96 kN
(AISC -05 Tble J3.2)
Allowable; R n/;; where ; = 2.0 R n/;
[AISC-05 (J3-1)]
= 12.96/2.0 = 6.48 kN > 2.44 kN @ SAFE
2. Shear on bracket R n
= 0.60Fy An
[AISC-05(J4-4)]
An = net area subject to shear Fy = 248 Mpa (For A36 Steel) An = t x D b where : t = 7.0mm thickness of plate; D b =10mm diameter of bolt An = t x D b = 7(10) 2 A b = 70mm R n R n
= 0.60Fy A bn =0.60(248)(70) = 10416N say 10.42 kN Allowable; R n/;; where ; = 2.0 R n/;
[AISC-05 (J4-4)]
= 10.42/2.0 = 5.21 kN > 2.44 kN @ SAFE
THEREFORE ADOPT 100mm x 100mm x 7mm Angle bar with 2-10mmØ EXPANSION BOLT STEEL BRACKET .
