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.

When to use Passive pressure while desiging Cantilever Retaining Wall

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

Should Passive pressure be considered in the designing of Cantilever Retaining wall
Yes
0%
 0%  [ 0 ]
No
100%
 100%  [ 1 ]
Total Votes : 1

Author Message
kawalbhatia
SEFI Member
SEFI Member


Joined: 01 Mar 2016
Posts: 1

PostPosted: Mon May 14, 2018 10:19 am    Post subject: When to use Passive pressure while desiging Cantilever Retaining Wall Reply with quote

In the procedure of designing Cantilever Retaining wall, we calculate active and passive pressures which is acting on the structure. Active pressure is the pressure of earth fill which is to be retain at a certain height,and the second one is passive pressure. my doubt and question is
is there any specific condition when passive pressure is to be considered or not to be considered?
i have gone through many professional designs from several designers, some prefer not to consider passive pressure and they design for only active pressure, but some of the designers consider passive pressure in their designs even if there is no supporting earth at the location which counter balance the active earth pressure. Kindly explain the practical approach of considering the passive earth pressure.

My second point of issue is if angle of internal friction of soil is more than 30 degree then iam unable to get the value of active pressure coefficient (Ka) according to coulombs theory. Please help in getting the solution in this case?

_________________
KAWAL BHATIA
STRUCTURAL ENGINEER
RCSPL
Back to top
View user's profile Send private message
durgaprasad
General Sponsor
General Sponsor


Joined: 12 May 2017
Posts: 8

PostPosted: Mon May 14, 2018 12:12 pm    Post subject: Reply with quote

Dear Mr. Bhatia,

Passive pressure may be considered if face of stem, toe or shear key is being cast against undisturbed soil.
Now soil above toe is going to be disturbed during excavation or is a back filled soil hence passive pressure should not be considered.
Further if a designer is considering passive pressure for toe and shear key indication of where undisturbed soil is required should be clearly shown on drawing so that proper care may be taken during excavation.
Hope this explains the first query.

Best regards,
Durga Prasad Kulhari
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