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Capacity of Bolts as per IS: 4000-1992 and IS: 800-2007
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avinash_sinhal
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PostPosted: Wed Jul 14, 2010 6:05 am    Post subject: Capacity of Bolts as per IS: 4000-1992 and IS: 800-2007 Reply with quote

Dear All
While designing the splice connections as per IS800-2007 (Also Ref. Chapter Bolted connection in book "Design of Steel Structures " by N. Subramanian) the capacity of the bolts has to be minimum of the following
1. Single shear or double shear (Based on the connectivity)
2. Bearing of the plate.

However as Per IS:4000-1992 clause No 5.3.4 there is limitations of transmitted forces which is as follows
1. For bolts of all diameter, bearing force in newtons transmitted between any bolt and any ply shall not exceed 1.2 x fy x d x t.
2. The component of a force in newtons on a ply acting on the edge of a bolt in the direction of the minimum distance towards the edge of ply shall not exceed  (e x fy x t)/1.4. Where e is edge distance.

Kindly suggest for deciding the bolt capacity of a splice connection, do we need to consider the Clause No 5.3.4 of IS: 4000-1992 ? Also if we need to design as per LSM what factors needs to be consider.
Regards,

Avinash Sinhal
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Dr. N. Subramanian
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PostPosted: Wed Jul 14, 2010 2:11 pm    Post subject: Re: Capacity of Bolts as per IS: 4000-1992 and IS: 800-2007 Reply with quote

Dear Er Avinash Sinhal,

It is a good question. IS 800 is the latest and hence you have to follow it, as it reflects latest state-of-the art.

IS 4000-1992 may reflect the thinking that was prevalent during 1990's. Note that the clauses you have quoted from this code are similar to the clauses 8.9.4.4 and 8.9.4.5 of IS 800:1984. These are pertaining to permissible bearing stress. Also note that a factor kb has been introduced in IS 800:2007 (in line with the British Code), which will reduce the value of bearing capacity of bolt considerably, making it controlling case in a few cases. But as per the old code and IS 4000-1992, only shear capacity will control the design in most of the cases.

Best wishes
NS
avinash_sinhal wrote:
Dear All
While designing the splice connections as per IS800-2007 (Also Ref. Chapter Bolted connection in book "Design of Steel Structures " by N. Subramanian) the capacity of the bolts has to be minimum of the following
1. Single shear or double shear (Based on the connectivity)
2. Bearing of the plate.

However as Per IS:4000-1992 clause No 5.3.4 there is limitations of transmitted forces which is as follows
1. For bolts of all diameter, bearing force in newtons transmitted between any bolt and any ply shall not exceed 1.2 x fy x d x t.
2. The component of a force in newtons on a ply acting on the edge of a bolt in the direction of the minimum distance towards the edge of ply shall not exceed  (e x fy x t)/1.4. Where e is edge distance.

Kindly suggest for deciding the bolt capacity of a splice connection, do we need to consider the Clause No 5.3.4 of IS: 4000-1992 ? Also if we need to design as per LSM what factors needs to be consider.
Regards,

Avinash Sinhal


Last edited by Dr. N. Subramanian on Thu Jul 15, 2010 5:17 pm; edited 1 time in total
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loveablejigar
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PostPosted: Thu Jul 15, 2010 5:43 am    Post subject: Reply with quote

Dear Sir,

As per IS:800-2007 the bearing capacity of the bolts is calculated by 2.5kbdtfy, however if we refer example no 5.16 in chapter bolted connection of Book " Design of Steel Structures" by  N Subramanian the kb factor is considered as 1.0 while calculating the capacity of bolt. Does it means that for HSFG bolts ( Used as ordinary bolts without pre-tensioning) we can consider Kb as 1.0? Also Can we consider the same while designing the connection for the frames designed to resist earthqukake?





Regards,

Jigar Shah
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Dr. N. Subramanian
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PostPosted: Thu Jul 15, 2010 2:47 pm    Post subject: Reply with quote

Dear Er Loveablejigar,

Since the book was prepared with the draft code, I have assumed the value of kb=1 in the example, (the draft did not contain kb in the equation for bearing capacity of bolts) although I have included the code provision in the text.

You have to calculate the value of kb and find out the capacity in bearing. I found that if you adopt the edge distance, e, as per code, the value of kb is app. equal to 0.49.

Best wishes,
NS
P.S. I have already included the correct value of kb as well as corrected a few more errors in the next print of the book.

loveablejigar wrote:
Dear Sir,
As per IS:800-2007 the bearing capacity of the bolts is calculated by 2.5kbdtfy, however if we refer example no 5.16 in chapter bolted connection of Book " Design of Steel Structures" by  N Subramanian the kb factor is considered as 1.0 while calculating the capacity of bolt. Does it means that for HSFG bolts ( Used as ordinary bolts without pre-tensioning) we can consider Kb as 1.0? Also Can we consider the same while designing the connection for the frames designed to resist earthqukake?





Regards,

Jigar Shah
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debayan
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Joined: 25 Jul 2008
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PostPosted: Fri Jul 16, 2010 3:37 am    Post subject: Reply with quote

Dear Jigar,

The person who is answering your questions is the author of the book you are repeteadly mentioning.

Just thought to inform you, because from your replies it seems that you are not aware.

Regards,
Debayan
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Kaustubh Vaishnav
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Joined: 07 Apr 2010
Posts: 109

PostPosted: Fri Jul 16, 2010 7:42 am    Post subject: Re: Capacity of Bolts as per IS: 4000-1992 and IS: 800-2007 Reply with quote

Dear dr. NS mani sir

I need your help in the problem which is pracically arised on site,
problem is arrising in one of our lattice tower for wind turbine in Gujarat, that the bolts are getting loosened frequently many times they are getting damaged. This is happening in top most tower shell only.
   Can u plz suggest how to analyse root cause & solution to this problem?

Kaustubh


drnsmani wrote:
Dear Er Avinash Sinhal,

It is a good question. IS 800 is the latest and hence you have to follow it, as it reflects latest state-of-the art.

IS 4000-1992 may reflect the thinking that was prevalent during 1990's. Note that the clauses you have quoted from this code are similar to the clauses 8.9.4.4 and 8.9.4.5 of IS 800:1984. These are pertaining to permissible bearing stress. Also note that a factor kb has been introduced in IS 800:2007 (in line with the British Code), which will reduce the value of bearing capacity of bolt considerably, making it controlling case in a few cases. But as per the old code and IS 4000-1992, only shear capacity will control the design in most of the cases.

Best wishes
NS
avinash_sinhal wrote:
Dear All
While designing the splice connections as per IS800-2007 (Also Ref. Chapter Bolted connection in book "Design of Steel Structures " by N. Subramanian) the capacity of the bolts has to be minimum of the following
1. Single shear or double shear (Based on the connectivity)
2. Bearing of the plate.

However as Per IS:4000-1992 clause No 5.3.4 there is limitations of transmitted forces which is as follows
1. For bolts of all diameter, bearing force in newtons transmitted between any bolt and any ply shall not exceed 1.2 x fy x d x t.
2. The component of a force in newtons on a ply acting on the edge of a bolt in the direction of the minimum distance towards the edge of ply shall not exceed  (e x fy x t)/1.4. Where e is edge distance.

Kindly suggest for deciding the bolt capacity of a splice connection, do we need to consider the Clause No 5.3.4 of IS: 4000-1992 ? Also if we need to design as per LSM what factors needs to be consider.
Regards,

Avinash Sinhal
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avinash_sinhal
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Joined: 13 Jul 2010
Posts: 3

PostPosted: Fri Jul 16, 2010 11:08 am    Post subject: Reply with quote

Dear Subramanian Sir,

Thanks for the reply.

I have a small request.
We have your book for design of steel structures by LSM method. For IS 800 2007 we follow your book as a reference. You were mentioning in the previous mail that you will be rectifying few errors in the next print.
Can we have only the ammendents for the next print?

Again thanks for clarifying the query.

Regards,
Avinash Sinhal


drnsmani wrote:
Dear Er Loveablejigar,

Since the book was prepared with the draft code, I have assumed the value of kb=1 in the example, (the draft did not contain kb in the equation for bearing capacity of bolts) although I have included the code provision in the text.

You have to calculate the value of kb and find out the capacity in bearing. I found that if you adopt the edge distance, e, as per code, the value of kb is app. equal to 0.49.

Best wishes,
NS
P.S. I have already included the correct value of kb as well as corrected a few more errors in the next print of the book.

loveablejigar wrote:
Dear Sir,

As per IS:800-2007 the bearing capacity of the bolts is calculated by 2.5kbdtfy, however if we refer example no 5.16 in chapter bolted connection of Book " Design of Steel Structures" by  N Subramanian the kb factor is considered as 1.0 while calculating the capacity of bolt. Does it means that for HSFG bolts ( Used as ordinary bolts without pre-tensioning) we can consider Kb as 1.0? Also Can we consider the same while designing the connection for the frames designed to resist earthqukake?





Regards,

Jigar Shah
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Dr. N. Subramanian
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PostPosted: Fri Jul 16, 2010 1:56 pm    Post subject: Re: Capacity of Bolts as per IS: 4000-1992 and IS: 800-2007 Reply with quote

Dear Er Kaustubh,

The bolts may be loosening due to vibrations. Have you tried self locking nuts?

Best wishes,
NS
Kaustubh Vaishnav wrote:
Dear dr. NS mani sir

I need your help in the problem which is pracically arised on site,
problem is arrising in one of our lattice tower for wind turbine in Gujarat, that the bolts are getting loosened frequently many times they are getting damaged. This is happening in top most tower shell only.
   Can u plz suggest how to analyse root cause & solution to this problem?

Kaustubh


drnsmani wrote:
Dear Er Avinash Sinhal,

It is a good question. IS 800 is the latest and hence you have to follow it, as it reflects latest state-of-the art.

IS 4000-1992 may reflect the thinking that was prevalent during 1990's. Note that the clauses you have quoted from this code are similar to the clauses 8.9.4.4 and 8.9.4.5 of IS 800:1984. These are pertaining to permissible bearing stress. Also note that a factor kb has been introduced in IS 800:2007 (in line with the British Code), which will reduce the value of bearing capacity of bolt considerably, making it controlling case in a few cases. But as per the old code and IS 4000-1992, only shear capacity will control the design in most of the cases.

Best wishes
NS
avinash_sinhal wrote:
Dear All
While designing the splice connections as per IS800-2007 (Also Ref. Chapter Bolted connection in book "Design of Steel Structures " by N. Subramanian) the capacity of the bolts has to be minimum of the following
1. Single shear or double shear (Based on the connectivity)
2. Bearing of the plate.

However as Per IS:4000-1992 clause No 5.3.4 there is limitations of transmitted forces which is as follows
1. For bolts of all diameter, bearing force in newtons transmitted between any bolt and any ply shall not exceed 1.2 x fy x d x t.
2. The component of a force in newtons on a ply acting on the edge of a bolt in the direction of the minimum distance towards the edge of ply shall not exceed  (e x fy x t)/1.4. Where e is edge distance.

Kindly suggest for deciding the bolt capacity of a splice connection, do we need to consider the Clause No 5.3.4 of IS: 4000-1992 ? Also if we need to design as per LSM what factors needs to be consider.
Regards,

Avinash Sinhal
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Dr. N. Subramanian
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Joined: 21 Feb 2008
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PostPosted: Fri Jul 16, 2010 2:02 pm    Post subject: Reply with quote

Dear Mr Avinash,

I corrected a copy of the book and sent to the publisher two or three months ago. I am not sure how they are going to incorporate it. I am very busy now, correcting the proofs of 8 books, I have coauthored for Computer Science for School students (classes 1-Cool. This is the Third edition, but completely revised. After I finish this work, I will prepare the corrections for at least imp. things and send it to you. But most of them can be detected by you, as they are not very serious, as in the case of kb.

Best wishes
NS
avinash_sinhal wrote:
Dear Subramanian Sir,

Thanks for the reply.

I have a small request.
We have your book for design of steel structures by LSM method. For IS 800 2007 we follow your book as a reference. You were mentioning in the previous mail that you will be rectifying few errors in the next print.
Can we have only the ammendents for the next print?

Again thanks for clarifying the query.

Regards,
Avinash Sinhal


drnsmani wrote:
Dear Er Loveablejigar,

Since the book was prepared with the draft code, I have assumed the value of kb=1 in the example, (the draft did not contain kb in the equation for bearing capacity of bolts) although I have included the code provision in the text.

You have to calculate the value of kb and find out the capacity in bearing. I found that if you adopt the edge distance, e, as per code, the value of kb is app. equal to 0.49.

Best wishes,
NS
P.S. I have already included the correct value of kb as well as corrected a few more errors in the next print of the book.

loveablejigar wrote:
Dear Sir,
As per IS:800-2007 the bearing capacity of the bolts is calculated by 2.5kbdtfy, however if we refer example no 5.16 in chapter bolted connection of Book " Design of Steel Structures" by  N Subramanian the kb factor is considered as 1.0 while calculating the capacity of bolt. Does it means that for HSFG bolts ( Used as ordinary bolts without pre-tensioning) we can consider Kb as 1.0? Also Can we consider the same while designing the connection for the frames designed to resist earthqukake?





Regards,

Jigar Shah
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Kaustubh Vaishnav
...
...


Joined: 07 Apr 2010
Posts: 109

PostPosted: Mon Jul 19, 2010 4:03 am    Post subject: Re: Capacity of Bolts as per IS: 4000-1992 and IS: 800-2007 Reply with quote

Sir thanks for reply

We have nt used self locking nuts.
and we have checked the vibrations at the other machines of same capacity ,
bt why problem is arrising in this machine only? we are not getting.

Kaustubh

drnsmani wrote:
Dear Er Kaustubh,

The bolts may be loosening due to vibrations. Have you tried self locking nuts?

Best wishes,
NS
Kaustubh Vaishnav wrote:
Dear dr. NS mani sir

I need your help in the problem which is pracically arised on site,
problem is arrising in one of our lattice tower for wind turbine in Gujarat, that the bolts are getting loosened frequently many times they are getting damaged. This is happening in top most tower shell only.
   Can u plz suggest how to analyse root cause & solution to this problem?

Kaustubh


drnsmani wrote:
Dear Er Avinash Sinhal,

It is a good question. IS 800 is the latest and hence you have to follow it, as it reflects latest state-of-the art.

IS 4000-1992 may reflect the thinking that was prevalent during 1990's. Note that the clauses you have quoted from this code are similar to the clauses 8.9.4.4 and 8.9.4.5 of IS 800:1984. These are pertaining to permissible bearing stress. Also note that a factor kb has been introduced in IS 800:2007 (in line with the British Code), which will reduce the value of bearing capacity of bolt considerably, making it controlling case in a few cases. But as per the old code and IS 4000-1992, only shear capacity will control the design in most of the cases.

Best wishes
NS
avinash_sinhal wrote:
Dear All
While designing the splice connections as per IS800-2007 (Also Ref. Chapter Bolted connection in book "Design of Steel Structures " by N. Subramanian) the capacity of the bolts has to be minimum of the following
1. Single shear or double shear (Based on the connectivity)
2. Bearing of the plate.

However as Per IS:4000-1992 clause No 5.3.4 there is limitations of transmitted forces which is as follows
1. For bolts of all diameter, bearing force in newtons transmitted between any bolt and any ply shall not exceed 1.2 x fy x d x t.
2. The component of a force in newtons on a ply acting on the edge of a bolt in the direction of the minimum distance towards the edge of ply shall not exceed  (e x fy x t)/1.4. Where e is edge distance.

Kindly suggest for deciding the bolt capacity of a splice connection, do we need to consider the Clause No 5.3.4 of IS: 4000-1992 ? Also if we need to design as per LSM what factors needs to be consider.
Regards,

Avinash Sinhal
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