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sjgandhi SEFI Regulars
Joined: 26 Jan 2003 Posts: 20
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Posted: 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 |
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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 SEFI Member
Joined: 02 Oct 2013 Posts: 2
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Posted: 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 |
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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))
Download Attachments:
Doc_commnets.pdf
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nykochak SEFI Regulars
Joined: 26 Jan 2003 Posts: 25
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Posted: 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 |
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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 SEFI Regulars
Joined: 26 Jan 2003 Posts: 25
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Posted: 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 |
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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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