www.sefindia.org

[tamilmani231088]

Hi Mr.Subramaniam sir,
I've a question regarding IS 800 newer version
What r d differences between IS 800:1984 & IS 800:2007 apart from Working stress n limit states design??
Can u please kindly post it???

[drnsmani]

Dear Er Tamilmani,

Kindly attend any one of the courses or workshops organized by INSDAG or IIT or any Engg. college or buy a book and read. A workshop is organized in Kerala in a few days.

It is impossible for any busy person to answer a general question like this.

Best wishes,
NS

[bharsoda]

Dear Er. Tamilmani,

Refer Link:-
http://www.steel-insdag.org/new/contents.asp

INSDAG literature is as per IS 800 : 2007,You can find following chapters at link:-

[AMIT DUTT]

Dear . B.V Harsoda Sir,
The INSDAG literature is as per IS 800 : 2007 you have provided has a wealth of information . It will be very helpful for engineers  who want to understand the code & steel structures   behavior

[tamilmani231088]

Anyone know when next workshop or conference conducted by INSDAG will b held??

[AMIT DUTT]

Dear Sefi members,
Are there any courses in IIT Delhi or in other engineering college for only Steel Connection Design ?

Can anyone suggest me with a good literature/book for the connection design.
My  office library has the Blodget book but  I want to refer some other literature /books

[bharsoda]

Dear Er. Amit,
Thanks for appreciation

Best Wishes
&
Regards,
B.V Harsoda, B.E. (Civil), MIE (I), CEng.

[drnsmani]

Dear Amit Dutt,

Connection design is more important for any type of structure. The following book from USA is famous but is old.
1.     Kulak, G.L., Fisher, J.W. and Struik, J.H.A, Guide to Design Criteria for Bolted and   Riveted Joints, Second edition, John Wiley, New York, 1987, 309 pp.
Another nice book from UK
2.     Owens, G.W., and Cheal, B.D., Structural Steelwork Connections, Butterworths, London, 1989, 330 pp.
3.      Hicks, J. Welded Joint Design, Third ed., Industrial Press, 2000, 141 pp.
4.     Hollow Structural section connections Manual, AISC, 1997.
5.     Marshall, P.W., Design of Welded Tubular Connections – Basis and Use of AWS Code Provisions, Elsevier, 1991, 412 pp.
6.     Mazzolani, ed., Moment Resistant Connections of Steel Frames in Seismic Areas: Design and Reliability, E & FN Spon, London, 2000, 644 pp.
7.     Murray, T.M., Extended end-plate moment connections, Steel Design Guide Series 4, American Institute of Steel Construction, Chicago, 1990.
8.     Packer, J.A., and Henderson, J.E., Hollow Structural Section Connections and Trusses-A Design Guide, Second edition, Canadian Institute of Steel Construction, Toronto, Canada, June 1997, 447 pp
9.     Tamboli, A.R., Handbook of Structural Steel Connection Design and Details, 2nd edition, McGraw Hill, New York, 2009, 656 pp.

You may also refer this book
10.Salmon, C.G., Johnson, J.E. and Malhas, F.A., Steel Structures, Design and Behavior, Fifth edition, Harper Collins College Publishers, New York, 2008, 888pp.
Best wishes,
Subramanian

[bijay sarkar]

Dear Sefians,

I think it will be better if a discussion is held on the topic of connection design though this is a vast topic like analysis & design of members. There are numerous types of connections, one differing from others and most failures in structural steel happens due to inadequate connection strength. We emphasize on analysis and also discuss the topics related with member design only but do not give much attention/discussion on the connection design. Structural Members are worthless, if connection is not compliant. This is an important topic which should get the importance of discussion in sefi.

with regards,

Bijay Sarkar
M-09748510409

[drnsmani]

Hi All,

In Clause 8.4.2.2(b) of IS 800:2007, in the Tension field method of plate girders, the code gives the value of φ, the inclination of tension field as arctan (d/c).

The above equation given in the code is correct for θ (slope of the panel diagonal). In fact, the value of φ ranges between θ/2 to θ. The minimum value of θ/2 applies when the flanges are fully utilized in resisting the applied bending moment and the maximum value of θ applies when there is complete tension field, with s = c. Any assumed value between θ /2 and θ is conservative. Eurocode suggests an approximate value of φ = θ/1.5. If we use φ = θ/1.5, the additional strength due to tension field will be considerable than when we use the equation given in the code, resulting in economy.

In the same clause, in the equation for wtf, the + sign after cos φ should be changed to - sign-otherwise, you will get erroneous values, such as the width of the tension field calculated as greater than the distance between stiffeners!

Hope this helps!

Best wishes,
Subramanian