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Seeking inputs on your experience of 2016 editions of IS 1893 Pt 1 and IS 13920
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sjgandhi
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Joined: 26 Jan 2003
Posts: 19

PostPosted: Sat Mar 23, 2019 7:30 am    Post subject: Seeking inputs on your experience of 2016 editions of IS 1893 Pt 1 and IS 13920 Reply with quote

Dear Shri Duregesh Rai,

I had drawn attention regarding the amplificationb factor of 1.5 which has been included in draft provisions of IS:1893-2016  which was earlier not adopted in IS:1893-2002 with the amendment no.1 Jan2005 as Note 2.  Attached herewith pdf of  Doc. comments which I sent to BIS at that time to drop this clause  for 3D dynamic analysis.
Regards,


SUNIL GANDHI
Structural Engineer,

108 Amrut Commercial Centre,
 Sardarnagar Main Road,
 Rajkot. 360001
 Gujarat(India)
 Mobile : +919825147661
 Office  : +912812467661
 E-mail : suniljgandhi@gmail.com (suniljgandhi@gmail.com)

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Bivek
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Joined: 02 Oct 2013
Posts: 2

PostPosted: Sat Mar 23, 2019 5:30 pm    Post subject: Seeking inputs on your experience of 2016 editions of IS 1893 Pt 1 and IS 13920 Reply with quote

Dear Sir,

I have a doubt regarding clause 7.11 of IS 1893:2002. 


Does the deformation mentioned there also apply to the deflections calculations as per IS 456?


An official explanatory / commentary documents from BIS is strong felt necessary for both the revised versions of 1893 and 13920.


On Sat, Mar 23, 2019, 10:16 PM sjgandhi <forum@sefindia.org (forum@sefindia.org)> wrote:

Quote:
           Dear Shri Duregesh Rai,

I had drawn attention regarding the amplificationb factor of 1.5 which has been included in draft provisions of IS:1893-2016  which was earlier not adopted in IS:1893-2002 with the amendment no.1 Jan2005 as Note 2.  Attached herewith pdf of  Doc. comments which I sent to BIS at that time to drop this clause  for 3D dynamic analysis.
Regards,


SUNIL GANDHI
Structural Engineer,

108 Amrut Commercial Centre,
 Sardarnagar Main Road,
 Rajkot. 360001
 Gujarat(India)
 Mobile : +919825147661
 Office  : +912812467661
 E-mail : suniljgandhi@gmail.com (suniljgandhi@gmail.com) (suniljgandhi@gmail.com (suniljgandhi@gmail.com))
     



     
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nykochak
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Joined: 26 Jan 2003
Posts: 25

PostPosted: Mon Mar 25, 2019 10:30 am    Post subject: Seeking inputs on your experience of 2016 editions of IS 1893 Pt 1 and IS 13920 Reply with quote

R/s,


Please share your comments regarding exact meaning & interpretation of the issues mentioned below.


IS 1893-2017 Part I


1.   Cl. no. 6.3.2.2 - orthogonal & non orthogonal criteria of lateral load resisting
      elements
2.   Cl. no. 6.3.3.1.e & f - criteria of long spans & large overhangs   
3.   Cl. no. 6.4.2 - (Z / 2) why divided by 2 ?
4.   Values for shear walls and slabs have not been specified in Cl. no. 6.4.3.1
      but specified in IS 16700. Why ?  
5.   Cl. no. 6.4.6 in relation with cl. 7.7.3.b ? Why X or Y direction EQ 
      is correlated with vertical EQ ? What about time period in Z direction ?
      How to specify vertical EQ with out going for shell assignment to slabs ?
      Why R is used ?
6.   Cl. no. 7.1 & 7.11.1.2 - For which load case or load combination ? Whether
      1.5 x deflection minimum is related to angle of rotation ? Whether it is prudent
      to relate the same with length of the building since angle of rotation changes
      as per length of the building ?
7.   Fig. 3C-2 is inevitable in cities and unavoidable. How to address the same ?
8.   Whether floating columns / transfer girders are permitted if they are not part of lateral
      load resisting system ?
9.   Aw in time period formula specified in 7.6.2.b needs modification ?
10. Whether inter storey height governs formula of time period say 3.0 m in
      residential buildings and 6.0 m in industrial buildings ?
11. How to calculate CR to address Cl. 7.6.4 ? It will require two iterations
      if to be calculated manually to satisfy Cl. 7.8.2.    
12. Whether for height less than 15 m separate design and detailing code is
      recommended ?
13. It is cumbersome to address Cl. 7.9 and to model struts. Any other way ?
14. Cl. no. 7.10.4 is a bit tricky. If one building is 10 floors having 40 m x 40 m
      plan dimensions and other is 25 floors with same dimensions then wall density
      is same for both i.e. 40 m x 40 m x 2/100 = 32 m2.
15. Cl. no. 7.11.3 Why R/2 ?
16. Whether lateral storey stiffness depends on plan dimensions if size and no. of 
      columns in two directions are same ?
17. How to derive R factor for composite structure i.e. RC columns + Steel roof,
      RC slab on first floor and covered with steel roof at second floor etc. ?      
18.  Table 9 - 3 c - R is 4 and 4 d - R is 5 ? How to distinguish when response of the
       system depends on % od ductile structural shear walls ?
19.  Whether any frame that is treated as gravity frame will be subjected to lateral loads
       and will fail ? It is difficult to detail and execute pin joint in practice.   


With regards,


N. Y. Kochak  
 
     

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nykochak
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Joined: 26 Jan 2003
Posts: 25

PostPosted: Tue Mar 26, 2019 10:30 am    Post subject: Seeking inputs on your experience of 2016 editions of IS 1893 Pt 1 and IS 13920 Reply with quote

R/s,


Please share your comments regarding exact meaning & interpretation of the issues mentioned below.


IS 13920-2016


1.   Whether it is possible to amend the clauses for single / two
      storey wherein 90 % population of the country is living in ?
2.   Cl. no. 5.4 - Difficult to comply in industrial structures  
3.   Cl. no. 6.1.1, Cl. no. 6.1.2 & Cl. no. 6.1.3 - concept behind this clauses    
4.   Cl. no. 6.2.6.1 c - Due to these clauses lap locates at centre in many situations
      or couplers has to be mandatory. Whether staggering is necessary ?
5.   Cl. no. 6.2.6.2 - Whether couplers are permitted in zone defined by Cl. no. 6.2.6.1.c ?
6.   As per Cl. no. 7.2 it is necessary to design & detail a structure in totality.
      No changes can be entertained at a later stage. Whether factor 1.4 can be lowered ? 
7.   Cl. no. 7.3.2.1.d - Whether 100 % bars can be lapped in one floor height ?
8.   Cl. no. 8.1.c - Whether only spirals are sufficient or cross loops are required ? 
9.   Cl. no. 9.1.3 - 20 db criteria applicable to shear walls ? 
10. Cl. 10.1.2 - needs to be related to height of the floor 
11. Cl. 10.1.3 - Additional criteria to define shear wall is necessary ?
12. Cl. 10.1.4.c - Up to what slenderness ration Table 1 cane be used ? and thereafter ?  
13. Cl. no. 10.3.1. - Whether shear wall needs to be designed for biaxial bending ? 
14. Cl. 10.4.4.a, b, & c - are creating conflicting scenario
15. Cl. no. 10.4 - What should be sizing of boundry element ?
16. Cl. no. 10.4.3 - Whether reinforcement permitted needs reduction ?
17. Cl. no. 10.6 - Desirable & undesirable locations of openings ?
18. Cl. no. 10.8.3.3 & 10.8.4 - needs further clarification
19. Cl. no.11 - Gravity means pinned at both ends ? How to ignore their contribution in
      the analysis if not pinned / released ? If pinned how to construct ?




With regards,


N. Y. Kochak  




On Mon, Mar 25, 2019 at 3:40 PM NARAYAN KOCHAK <nykochak@gmail.com (nykochak@gmail.com)> wrote:

Quote:
R/s,


Please share your comments regarding exact meaning & interpretation of the issues mentioned below.


IS 1893-2016 Part I


1.   Cl. no. 6.3.2.2 - orthogonal & non orthogonal criteria of lateral load resisting
      elements
2.   Cl. no. 6.3.3.1.e & f - criteria of long spans & large overhangs   
3.   Cl. no. 6.4.2 - (Z / 2) why divided by 2 ?
4.   Values for shear walls and slabs have not been specified in Cl. no. 6.4.3.1
      but specified in IS 16700. Why ?  
5.   Cl. no. 6.4.6 in relation with cl. 7.7.3.b ? Why X or Y direction EQ 
      is correlated with vertical EQ ? What about time period in Z direction ?
      How to specify vertical EQ with out going for shell assignment to slabs ?
      Why R is used ?
6.   Cl. no. 7.1 & 7.11.1.2 - For which load case or load combination ? Whether
      1.5 x deflection minimum is related to angle of rotation ? Whether it is prudent
      to relate the same with length of the building since angle of rotation changes
      as per length of the building ?
7.   Fig. 3C-2 is inevitable in cities and unavoidable. How to address the same ?
8.   Whether floating columns / transfer girders are permitted if they are not part of lateral
      load resisting system ?
9.   Aw in time period formula specified in 7.6.2.b needs modification ?
10. Whether inter storey height governs formula of time period say 3.0 m in
      residential buildings and 6.0 m in industrial buildings ?
11. How to calculate CR to address Cl. 7.6.4 ? It will require two iterations
      if to be calculated manually to satisfy Cl. 7.8.2.    
12. Whether for height less than 15 m separate design and detailing code is
      recommended ?
13. It is cumbersome to address Cl. 7.9 and to model struts. Any other way ?
14. Cl. no. 7.10.4 is a bit tricky. If one building is 10 floors having 40 m x 40 m
      plan dimensions and other is 25 floors with same dimensions then wall density
      is same for both i.e. 40 m x 40 m x 2/100 = 32 m2.
15. Cl. no. 7.11.3 Why R/2 ?
16. Whether lateral storey stiffness depends on plan dimensions if size and no. of 
      columns in two directions are same ?
17. How to derive R factor for composite structure i.e. RC columns + Steel roof,
      RC slab on first floor and covered with steel roof at second floor etc. ?      
18.  Table 9 - 3 c - R is 4 and 4 d - R is 5 ? How to distinguish when response of the
       system depends on % od ductile structural shear walls ?
19.  Whether any frame that is treated as gravity frame will be subjected to lateral loads
       and will fail ? It is difficult to detail and execute pin joint in practice.   


With regards,


N. Y. Kochak  
 
     





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