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DESIGN OF SPLICE CONNECTIONS FOR THEIR SECTION CAPACITIES
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er.mvv
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PostPosted: Tue Jul 04, 2017 11:17 am    Post subject: DESIGN OF SPLICE CONNECTIONS FOR THEIR SECTION CAPACITIES Reply with quote

Dear All

Is it necessary to design the splice connections to the forces equivalent to the capacity of the main members instead of forces obtained from the analysis at that particular splicing location?

Dear Subrahmanyam Sir

Kindly elaborate on this.


Best regards
MVV
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N. Prabhakar
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PostPosted: Tue Jul 04, 2017 1:55 pm    Post subject: Reply with quote

Dear Er. MVV,

The design requirements of Beam Splices are given in Clause F-2, Annex F of IS 800: 2007.

As per the code, there shall be enough fasteners on each side of the splice to develop the load in element spliced plus 5 percent but in no case should the strength developed be less than 50 percent of the effective strength of the material spliced.  The partial safety factors for resistance of connection is given Table 5 of the code.

For connections due to earthquake loads, the load combinations to be considered are given in Table 4 and Clause 12.2.3 of the code.

I trust you will find the above information useful.

With best wishes,

N. Prabhakar
Chartered Structural Engineer
Vasai (E), Pin 401 208
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bharatthej
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PostPosted: Tue Jul 04, 2017 2:00 pm    Post subject: DESIGN OF SPLICE CONNECTIONS FOR THEIR SECTION CAPACITIES Reply with quote

As per code, the minimum force it needed to be designed are specified (30% and 50%). You could choose the maximum w.r.t prevailing forces.

On 4 Jul 2017 18:29, "er.mvv" <forum@sefindia.org (forum@sefindia.org)> wrote:
Quote:
           Dear All

Is it necessary to design the splice connections to the forces equivalent to the capacity of the main members instead of forces obtained from the analysis at that particular splicing location?

Dear Subrahmanyam Sir

Kindly elaborate on this.


Best regards
MVV
     



     


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Keerthivasan M R V
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PostPosted: Tue Jul 04, 2017 2:00 pm    Post subject: DESIGN OF SPLICE CONNECTIONS FOR THEIR SECTION CAPACITIES Reply with quote

Dear Mr. MVV


Greetings..


Generally it's enough to design the splice as per the end forces. Since the end forces are for the critical loads we apply as per the code with specified load combinations.


When connection design is as per American code AISC ASD we have to increase the end moments by 1.5 times. If you design Adler AISC LRFD don't want to increase the moments.


When it is as per th Indian code IS 800-2007 Chapter 12 we need to check the connections for the moment capacity of the section but the splice will be very heavy.


Moreover in market practice the design will be mostly for the end forces. Whenever if we don't have the endforces and we have to imply new connection then we can check the connection for the section capacity.




Regards
KER



செவ்., 4 ஜூலை, 2017, பிற்பகல் 3:59 அன்று er.mvv <forum@sefindia.org (forum@sefindia.org)> எழுதியது:

Quote:
           Dear All

Is it necessary to design the splice connections to the forces equivalent to the capacity of the main members instead of forces obtained from the analysis at that particular splicing location?

Dear Subrahmanyam Sir

Kindly elaborate on this.


Best regards
MVV
     



     


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Keerthivasan M R V
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PostPosted: Tue Jul 04, 2017 2:00 pm    Post subject: DESIGN OF SPLICE CONNECTIONS FOR THEIR SECTION CAPACITIES Reply with quote

Dear Mr. MVV

Below IS800 2007 for your reference. 12.11.2.1


Regards
KER




செவ்., 4 ஜூலை, 2017, பிற்பகல் 4:11 அன்று keerthivasan Vasudevan <keerthivasan.mrv@gmail.com (keerthivasan.mrv@gmail.com)> எழுதியது:

Quote:
Dear Mr. MVV


Greetings..


Generally it's enough to design the splice as per the end forces. Since the end forces are for the critical loads we apply as per the code with specified load combinations.


When connection design is as per American code AISC ASD we have to increase the end moments by 1.5 times. If you design Adler AISC LRFD don't want to increase the moments.


When it is as per th Indian code IS 800-2007 Chapter 12 we need to check the connections for the moment capacity of the section but the splice will be very heavy.


Moreover in market practice the design will be mostly for the end forces. Whenever if we don't have the endforces and we have to imply new connection then we can check the connection for the section capacity.




Regards
KER



செவ்., 4 ஜூலை, 2017, பிற்பகல் 3:59 அன்று er.mvv <forum@sefindia.org (forum@sefindia.org)> எழுதியது:



Quote:
           Dear All

Is it necessary to design the splice connections to the forces equivalent to the capacity of the main members instead of forces obtained from the analysis at that particular splicing location?

Dear Subrahmanyam Sir

Kindly elaborate on this.


Best regards
MVV
     



     




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RAJEEVAN
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PostPosted: Tue Jul 04, 2017 3:00 pm    Post subject: DESIGN OF SPLICE CONNECTIONS FOR THEIR SECTION CAPACITIES Reply with quote

Dear Mr.KER
Well explained and nice note.
Regards
Rajeevan.R
On 4 Jul 2017 20:01, "Keerthivasan M R V" <forum@sefindia.org (forum@sefindia.org)> wrote:[quote]            Dear Mr. MVV


Greetings..


Generally it's enough to design the splice as per the end forces. Since the end forces are for the critical loads we apply as per the code with specified load combinations.


When connection design is as per American code AISC ASD we have to increase the end moments by 1.5 times. If you design Adler AISC LRFD don't want to increase the moments.


When it is as per th Indian code IS 800-2007 Chapter 12 we need to check the connections for the moment capacity of the section but the splice will be very heavy.


Moreover in market practice the design will be mostly for the end forces. Whenever if we don't have the endforces and we have to imply new connection then we can check the connection for the section capacity.




Regards
KER



àšà†àà ., 4 àœà‚ààˆ, 2017, àààà àà•àà 3:59 à…àà àà er.mvv forum@sefindia.org (forum@sefindia.org))> àŽàà ààààà :

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Arun AM Aishwaryan
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PostPosted: Wed Jul 05, 2017 12:00 pm    Post subject: DESIGN OF SPLICE CONNECTIONS FOR THEIR SECTION CAPACITIES Reply with quote

Dear Sir's,

Good evening,


I am Arun A.M Aishwaryan. A Structural engineering Kid. I am having many doubts on pile foundations. Kindly clarify your valuable thoughts.


1. I have studied a bore log soil report which has brownish stilt clay soil. ( from 1 to 4.5 m N value is lesser ). But from 6m to 8m it has Good value of 20 to 33. From 8m to 10m again its low ( N - 8 ). From 10m to 15m ( it increases gradually and N value increases ( 100 blows penetration of 15cm ).


Its a Ground + 1 structure. I am getting a max axial load ( Service) - 660 KN. Shall i stop the pile at the depth of 8m if it attains the efficiency or its really necessary to take the pile upto 15m. ( Because it will become unecnomical ).


Expecting the valuable to reply. Thank you.



Thanks and Regards,
Arun.A.M.Aishwaryan.B.E.,AMIE.,M.Eng(Struct)Contact: 9600074262
**** Time is our Wealth****
** Peace Always Comes Through Smile**










On Tue, Jul 4, 2017 at 8:00 PM, Keerthivasan M R V <forum@sefindia.org (forum@sefindia.org)> wrote:
[quote]            Dear Mr. MVV


Greetings..


Generally it's enough to design the splice as per the end forces. Since the end forces are for the critical loads we apply as per the code with specified load combinations.


When connection design is as per American code AISC ASD we have to increase the end moments by 1.5 times. If you design Adler AISC LRFD don't want to increase the moments.


When it is as per th Indian code IS 800-2007 Chapter 12 we need to check the connections for the moment capacity of the section but the splice will be very heavy.


Moreover in market practice the design will be mostly for the end forces. Whenever if we don't have the endforces and we have to imply new connection then we can check the connection for the section capacity.




Regards
KER



àšà†àà ., 4 àœà‚ààˆ, 2017, àààà àà•àà 3:59 à…àà àà er.mvv forum@sefindia.org (forum@sefindia.org))> àŽàà ààààà :

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Ramanathan_Gnanasambandam
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PostPosted: Wed Jul 05, 2017 1:00 pm    Post subject: DESIGN OF SPLICE CONNECTIONS FOR THEIR SECTION CAPACITIES Reply with quote

Dear MVV,

Just wanted to share my view on your below query.


Yes, The end connections must be assessed for the local integrity and compliance for main member capacity to simplify the study conservatively. Alternatively
to go by a rational approach the various critical Analysis combinations and calculated resultant forces must be studied for each end connection after suitable
simplified simulation models of typical cases.


It is subject to the connection detail and shapes of sections involved in the connection. If the sections connected are closed tubular type API-RP2A has
clear recommendations which you may refer to for your guidance [i.e. End connections capacity = 50% of Member capacity for certain conditions]..


Best Regards
Ramanathan


On Tue, Jul 4, 2017 at 4:47 PM, er.mvv <forum@sefindia.org (forum@sefindia.org)> wrote:
Quote:
           Dear All

Is it necessary to design the splice connections to the forces equivalent to the capacity of the main members instead of forces obtained from the analysis at that particular splicing location?

Dear Subrahmanyam Sir

Kindly elaborate on this.


Best regards
MVV
     



     


Posted via Email
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Dr. N. Subramanian
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PostPosted: Wed Jul 05, 2017 7:18 pm    Post subject: Re: DESIGN OF SPLICE CONNECTIONS FOR THEIR SECTION CAPACITIES Reply with quote

Dear Er. Arun,

You may stop the pile at about 6.5 m, as you have good soil from 6-8m.

Best wishes,
NS
[quote="Arun AM Aishwaryan"]Dear Sir's,

Good evening,


     I am Arun A.M Aishwaryan. A Structural engineering Kid. I am having many doubts on pile foundations. Kindly clarify your valuable thoughts.


1. I have studied a bore log soil report which has brownish stilt clay soil. ( from 1 to 4.5 m N value is lesser ). But from 6m to 8m it has Good value of 20 to 33. From 8m to 10m again its low ( N - 8 ). From 10m to 15m ( it increases gradually and N value increases ( 100 blows penetration of 15cm ).


Its a Ground + 1 structure. I am getting a max axial load ( Service) - 660 KN. Shall i stop the pile at the depth of 8m if it attains the efficiency or its really necessary to take the pile upto 15m. ( Because it will become unecnomical ).


Expecting the valuable to reply. Thank you.



Thanks and Regards,
Arun.A.M.Aishwaryan.B.E.,AMIE.,M.Eng(Struct)Contact: 9600074262
**** Time is our Wealth****
** Peace Always Comes Through Smile**










On Tue, Jul 4, 2017 at 8:00 PM, Keerthivasan M R V <forum> wrote:
Quote:
            Dear Mr. MVV


Greetings..


Generally it's enough to design the splice as per the end forces. Since the end forces are for the critical loads we apply as per the code with specified load combinations.


When connection design is as per American code AISC ASD we have to increase the end moments by 1.5 times. If you design Adler AISC LRFD don't want to increase the moments.


When it is as per th Indian code IS 800-2007 Chapter 12 we need to check the connections for the moment capacity of the section but the splice will be very heavy.


Moreover in market practice the design will be mostly for the end forces. Whenever if we don't have the endforces and we have to imply new connection then we can check the connection for the section capacity.




Regards
KER



š ., 4 œ ‚ ˆ, 2017, • 3:59 … er.mvv forum@sefindia.org (forum@sefindia.org))> Ž :

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er.mvv
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PostPosted: Thu Jul 06, 2017 9:15 am    Post subject: Reply with quote

Dear Er Prabhakar, Er Keerthi Vasan

Many thanks for the detailed clarifications. Really helpful.
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