Draw front elevation and side elevation showing details of connection of two beams to the column head
using following data: Beam 2 nos. ISLB 250 @ 27.5kg/m; Column 1 Nos. ISWB 225 @ 33.5kg/m. Cleats
4 Nos. ISA 150 x 75 x 8; Cap plate 350 x 150 x 12; Rivets 16mm dia. (All dimensions are in mm).
Answers
Answer:
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Answer:
Design Example 1: Design a bolted connection between a bracket 8 mm
thick and the flange of an ISHB 400 column using HSFG bolts, so as to carry
a vertical load of 100 kN at a distance of 200 mm from the face of the
column as shown in Fig. E1.
Solution:
1) Bolt force:
Px = 0; Py = 100 kN;
Total eccentricity x’=200+250/2=325 mm
M = Pyx’ = 100x325 = 32500 kN-mm
Try the arrangement shown in Fig. E1
Note: minimum pitch = 60 mm and
minimum edge dist. = 60 mm
n = 6
¦ ri
2
= ¦ xi
2
+ ¦ yi
2
= 6(70)2+4(60)2
= 43800 mm2
Shear force on the farthest bolts (corner bolts)
R 81.79 kN
43800
32500 70
6
100
43800
32500 60
2 2
i
°¿
°
¾
½
°¯
°
®
»
¼
º
«
¬
ª u
»
¼
º
«
¬
ª u
2) Bolt capacity
Try M20 HSFG bolts
Bolt capacity in single shear = 1.1 K P Po = 1.1 u 0.45 u 177 = 87.6 kN
ISHB 400 flange is thicker than the bracket plate and so bearing on the
bracket plate will govern.
Bolt capacity in bearing = d t pbg = 20 u 8 u 650 u 10-3 = 104 kN
? Bolt value = 87.6 kN > 81.79 safe.
Remarks
Ref:
Section 2.1
Equation (8)
Use 6 M20