www.sefindia.org

STRUCTURAL ENGINEERING FORUM OF INDIA [SEFI]

 Forum SubscriptionsSubscriptions DigestDigest Preferences   FAQFAQ   SearchSearch   MemberlistMemberlist   UsergroupsUsergroups  RegisterRegister FAQSecurity Tips FAQDonate
 ProfileProfile   Log in to check your private messagesLog in to check your private messages   Log in to websiteLog in to websiteLog in to websiteLog in to forum 
Warning: Make sure you scan the downloaded attachment with updated antivirus tools  before opening them. They may contain viruses.
Use online scanners
here and here to upload downloaded attachment to check for safety.

Punching shear in flat slab

 
Post new topicReply to topic Thank Post    www.sefindia.org Forum Index -> SEFI General Discussion
View previous topic :: View next topic  
Author Message
satishkemkar
General Sponsor
General Sponsor


Joined: 23 Nov 2012
Posts: 38

PostPosted: Wed Oct 29, 2014 6:40 am    Post subject: Punching shear in flat slab Reply with quote

Dear All,

In flat slab, While calculating steel for punching shear (shear stress is greater than shear resistance capacity of concrete),

I am considering spacing of links along the perimeter of respective sections at 0.5d , d, 1.5d etc from column face . pls advice.




Satish Kemkar
Back to top
View user's profile Send private message
shariffmn
...
...


Joined: 12 Feb 2009
Posts: 89

PostPosted: Fri Oct 31, 2014 4:50 am    Post subject: Reply with quote

Dear Er. Satish,
As per SP24, Cl. 30.6.3.2, it is suggested that the spacing of stirrups should not exceed 0.75d and the punching shear should be checked at intervals of 0.75d.
You may also refer to text book on Reinforced Concrete Design by Pillai and Menon, which explains the concept and detailing of punching steel clearly.

Regards,
Shariff MN
Back to top
View user's profile Send private message
satishkemkar
General Sponsor
General Sponsor


Joined: 23 Nov 2012
Posts: 38

PostPosted: Fri Oct 31, 2014 11:16 am    Post subject: Reply with quote

Thanks  shariff......
i have dobt that punching shear is resisted by perimeter and depth of colmn drop as concrete  resisting capacity  
then while  calculating spacing of reinforcement , spacing os links  S is considered  as perpendicular  to the  perimeter  and not along the perimeter. Why so?
Back to top
View user's profile Send private message
thirumalaichettiar
Silver Sponsor
Silver Sponsor


Joined: 26 Jan 2003
Posts: 3554

PostPosted: Fri Oct 31, 2014 2:22 pm    Post subject: Reply with quote

Dear Er.Satish Kemkar,

Did you go through the ACI 421-2R-10 Guide to Seismic design of punching shear reinforcement in flat plates?


T.RangaRajan
Back to top
View user's profile Send private message
Display posts from previous:   
Post new topicReply to topic Thank Post    www.sefindia.org Forum Index -> SEFI General Discussion All times are GMT
Page 1 of 1

 

 
Jump to:  
You cannot post new topics in this forum
You cannot reply to topics in this forum
You cannot edit your posts in this forum
You cannot delete your posts in this forum
You cannot vote in polls in this forum
You cannot attach files in this forum
You can download files in this forum


© 2003, 2008 SEFINDIA, Indian Domain Registration
Publishing or acceptance of an advertisement is neither a guarantee nor endorsement of the advertiser's product or service. advertisement policy