Frames - The Behaviour and Design of Steel Structures to EC3 - page 388

Member M (kNm)
L

M (kNm)
R

N (kN)

10 20 20 20 10

1-2 -18.8

-65.4
54.6
-77.4
-68.3
89.5
127.4
45.2
-48.8
34.5
57.7
20.9

-13.8
79.5
-48.8
75.9
89.5
127.4
45.2
-156.9
34.5
57.7
20.9
-75.9

-110.4
-129.7
-37.7
-42.3
1.7
1.7
1.7
1.7
-30.7
-30.7
-30.7
-30.7

10-11
2-3
11-12
2-4
4-6
6-8
8-11
3-5
5-7
7-9
9-12

10

5 7 9

12

3

20 40 40 40 20

5.0

11

20

4 6 8

2

5.0

10

1

.0 .0 .0 .0

(a) Frame and loads (m, kN)

(b) Elastic actions

Member Section I (cm) (cm) (N/mm)

4

A

2

f

2

y y

1-3, 10-12 152×152 UC 37
305 ×165 UB 40
254 ×102 UB 25

2210 47.1 275

2-11 8503 51.3 275

3-12 3415 32.0 275

(c) Member properties

Figure 8.16 Example 15.

(d) the plastic collapse load factor α p , and
(e) the adequacy of the frame for plastic design.

References

1. British Standards Institution (2005) Eurocode 3: Design of Steel Structures- Part 1-8:
Design of Joints , BSI, London.
2. Gardner,L.andNethercot,D.A.(2005) Designers'Guide to EN 1993-1-1 Eurocode 3:
Design of Steel Structures, General Rules and Rules for Buildings , Thomas Telford
Publishing, London.
3. British Standards Institution (2000) BS5950-1: 2000 Structural Use of Steelwork in
Building - Part 1: Code of Practice for Design - Rolled and Welded Sections , BSI,
London.
4. BritishStandardsInstitution(1969) PD3343RecommendationsforDesign(Supplement
No.1toBS449 , BSI, London.
5. Nethercot, D.A. (1986) The behaviour of steel frame structures allowing for semi-
rigid joint action, Steel Structures - Recent Research Advances and Their Applica-
tions to Design , (ed. MN Pavlovic), Elsevier Applied Science Publishers, London,
pp. 135-51.
6. Nethercot, D.A. and Chen, W-F. (1988) Effect of connections of columns, Journal of
Constructional Steel Research , 10 , pp. 201-39.
7. Anderson, D.A, Reading, S.J., and Kavianpour, K. (1991) Wind moment design for
unbraced frames, SCI Publication P-082 ,The Steel Construction Institute,Ascot.