| Author |
Message |
 Topic: Pile raft foundation design |
akjhacpwd
Replies: 3
Views: 4307
|
 Forum: SEFI General Discussion Posted: Wed May 07, 2014 9:19 am Subject: Pile reaction in piled rfat |
How much is the settlement below the piles ?
A K JHA
Chief Engineer(Trg), CPWD |
| Topic: Design load for lintels in load bearing structure |
akjhacpwd
Replies: 13
Views: 11399
|
Forum: SEFI General Discussion Posted: Sun Mar 02, 2014 2:47 pm Subject: Design load for lintels in load bearing structure |
Dear Friend
Load on lintel will be as in B. In addition to that reaction of slab on wall above lintel will also act on the lintel .
The masonry on lintel is not only a load . It acts as part of l ... |
| Topic: 9"thk wall on a slab |
akjhacpwd
Replies: 4
Views: 4820
|
Forum: Freshers' Zone Posted: Sun Mar 02, 2014 2:11 pm Subject: Line Load on Slab |
Dear Friend
There are two methods to design. Line load may be converted to UDL by dividing total load by total area of panel and then multiplying with concentration coefficient for finding out mome ... |
| Topic: How to reduce slab vibration? |
akjhacpwd
Replies: 5
Views: 3396
|
Forum: SEFI General Discussion Posted: Sat Mar 01, 2014 5:23 pm Subject: Re: How to reduce slab vibration? |
| The slab is practically one way simply supported one. The depth should have been around 180 mm. I suggest re-propping and casting again ( increasing depth) after dismantling the existing one. Other ... |
| Topic: What is the purpose of the hidden beam in slab |
akjhacpwd
Replies: 21
Views: 17624
|
Forum: SEFI General Discussion Posted: Fri Aug 31, 2012 7:26 am Subject: LIne loads etc on slab |
Dear Friends
The book by Park and Gamble has given very exhaustive discussion on the slab design. We can design by STRIP METHOD also .
With regards
A K JHa |
| Topic: Ast VERSUS permissible shear stress |
akjhacpwd
Replies: 4
Views: 3685
|
Forum: SEFI General Discussion Posted: Mon Aug 20, 2012 11:52 am Subject: AST & Tauc |
Dear friend
PLz see the book by Paulaey and Priestley. Secondly plz see the language of the relevant clause of 13920. This is for beam only. For footings tauc comes into picture.
With regards ... |
| Topic: Ast VERSUS permissible shear stress |
akjhacpwd
Replies: 4
Views: 3685
|
Forum: SEFI General Discussion Posted: Sun Aug 19, 2012 7:21 am Subject: Ast for permissible shear stress |
Dear friends
For Eq case , we donot have to consider Tauc.bd . The entire Vu is Vus which is to be resisted by rings.
With regards
A.K.Jha |
| Topic: Moment of Resistance with more compression reinforcement |
akjhacpwd
Replies: 2
Views: 2607
|
Forum: SEFI General Discussion Posted: Wed Nov 09, 2011 9:07 am Subject: Moment of Resistance with more compression reinforcement |
Dear Friends
Let v = (1-d'/d)(AscFsc)/(0.87AstFy)
m= 1- AscFsc/(0.87AstFy)
q= Ast Fy/( bdFck)
Then
Mr = 0.87Fy Ast fy d ( m+v-qm^2)
We may note that ( m+v-qm^2) is nothing but j of jd.
He ... |
| Topic: why layer of Sand required below Foundation PCC |
akjhacpwd
Replies: 10
Views: 13773
|
Forum: SEFI General Discussion Posted: Tue Oct 25, 2011 3:26 am Subject: why layer of Sand required below Foundation PCC |
| Posted via Email |
| Topic: COMBINE FOOTING |
akjhacpwd
Replies: 7
Views: 10367
|
Forum: SEFI General Discussion Posted: Sun Jul 17, 2011 4:01 am Subject: Combined footing |
Dear friend
Using ks as sbc/settlement will give results almost same as rigid method . Anyhow the method described by you is alright. In fact even an isolated footing may be designed by that ... |
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