Definitions Of Terms: |
|
|
|
|
|
All
forces in units kN and m |
|
|
|
All reinforcement details like area, spacing are mm |
|
Grade Of steel for 6 mm dia. bars is Fe250. It is irrespective of the grade of steel defined by user in column design. |
|
Neutral axis angle for resultant design moment is with respect to local major axis. |
|
|
|
|
1 |
β |
= |
Stiffness proportion factor at joint ( column stiffness/sum of stiffness of all members connected at joint) |
2 |
Δu |
= |
Elastically computed first order lateral deflection.(Relative deflections) |
3 |
ε1 |
= |
Strain at level considered, Calculated ignoring the stiffening of the concrete in tension zone |
4 |
εm |
= |
Average steel strain at level considered |
5 |
acr |
= |
Distance from the point considered to the surface of the nearest longitudinal bar |
6 |
Ag |
= |
Gross area of the column cross section |
7 |
Aeff |
= |
Effective area of column / wall considered for shear check in sqmm |
8 |
Ak |
= |
Area of confined concrete core |
9 |
Ash |
= |
Area of link cross section |
10 |
b |
= |
Effective Width of Column in
mm |
11 |
beff |
= |
Effective Width of Column in
mm |
12 |
B |
= |
Width / Smaller Dimension of Column in
mm |
13 |
d |
= |
Effective Depth of Column in
mm |
14 |
deff |
= |
Effective Depth of Column in
mm |
15 |
D |
= |
Depth / Larger Dimension of Column OR
Diameter of Circular Column in mm |
16 |
Dk |
= |
Diameter Of core measured to the outside of
circular link |
17 |
Ec |
= |
Modulus of elasticity of concrete
|
18 |
Es |
= |
Modulus of elasticity of steel
|
19 |
FcPerm |
= |
Permissible Stress in Concrete required in N/ (sqmm) |
20 |
Fst |
= |
Stress in steel |
21 |
FstPerm |
= |
Permissible Stress in Steel required in N/ (sqmm) |
22 |
Fck |
= |
Characteristic compressive strength of
concrete cube in N/sqmm |
23 |
Fy |
= |
Yield Stress Of Steel in N/sqmm |
24 |
h |
= |
Longer dimension of rectangular link
measured to its outer face |
25 |
Hu |
= |
Total lateral force acting within the story(Story shear) |
26 |
Hs |
= |
Height of the story (Floor height) |
27 |
k |
= |
Reduction factor for slenderness
moments |
28 |
Max |
= |
Additional moment due to slenderness about
major axis (Along D) |
29 |
May |
= |
Additional moment due to slenderness about
minor axis (Along B) |
30 |
Mminx |
= |
Moment due to minimum eccentricity along
D |
31 |
Mminy |
= |
Moment due to minimum eccentricity along
B |
32 |
Muv |
= |
Moment capacity of web portion of wall as per clause
9.4.2 and Annes A of IS 13920 - 2016 |
33 |
Mux |
= |
Factored moment Along D (Momemt About Major Axis) |
34 |
Muy |
= |
Factored moment Along B (Momemt About Minor Axis) |
35 |
MCap |
= |
Moment capacity of section for NA angle at design Pu
|
36 |
MRes |
= |
Resultant design moment at angle to local major axis
|
37 |
Pb |
= |
Axial capacity of column along B as defined in
39.7.1.1 |
38 |
Pd |
= |
Axial capacity of column along D as defined in
39.7.1.1 |
39 |
Pu |
= |
Factored axial force |
40 |
Puz |
= |
Axial load on column as defined in 39.6
|
41 |
Pu_Total |
= |
Sum of Axial loads on all column in the story (Gravity Load) |
42 |
Q |
= |
Stability Index (factor for checking sway/ non sway condition for a given story) |
43 |
S |
= |
Link Spacing |
44 |
Shear Strength Enhancement Factor |
= |
Multiplying factor for shear strength of
concrete as per 40.2.2 |
45 |
Vur |
= |
Factored resultant shear force acting on the
column |
46 |
Vux |
= |
Factored shear force Along B |
47 |
Vuy |
= |
Factored shear force Along D |
48 |
Wcr |
= |
Surface Crack Width |
49 |
WcrPerm |
= |
Permissible Crack Width required in mm |
50 |
β |
= |
It is a Neutral Axis angle corresponding to load angle to find out MCap |
Code References: |
|
|
|
|
IS 456 |
|
|
|
|
|
ELEMENT |
|
CLAUSE / table |
1 |
Max area of reinforcement |
: |
26.5.3.1-a & b |
2 |
Min area of reinforcement |
: |
26.5.3.1-a & b |
3 |
Min number of bars |
: |
26.5.3.1-c |
4 |
Minimum Eccentricity Calc |
: |
25.4 & 39.2 |
5 |
Effective Length |
: |
25.2 |
6 |
Slenderness Moments |
: |
25.3 & 39.7 |
7 |
Design for axial loads |
: |
39.3 |
8 |
Design for axial loads And uniaxial bending |
: |
39.5 |
9 |
Design for axial loads And Biaxial bending |
: |
39.6 |
10 |
Design of horizontal links |
: |
26.5.3.2 |
11 |
Design shear strength |
: |
40.2 |
12 |
Stiffness Proportion Factor, β |
: |
E-1 |
13 |
Stability(Index, Q) |
: |
E -2 |
14 |
Crack width calculation |
: |
3.8 |
15 |
Multiplying factor to Beam Stiffness for effective length calculation |
: |
SP 24 1983 APPENDIX D |
|
|
|
|
|
|
|
|
|
IS 13920 - 2016 |
|
|
|
|
|
ELEMENT |
|
CLAUSE / table |
1 |
Spacing of special confining reinforcement |
: |
10.4 and 7.6 |
2 |
C/s area of special confining reinforcement |
: |
7.6.1 |
3 |
Applicability of boundary element |
: |
10.4.1 |
4 |
Muv-Moment Capacity of Web |
: |
Annex |
5 |
Additional Compressive Force in BE |
: |
10.4.2 |
6 |
Check for BE in tension and compression |
: |
10.4.2.1 and 10.4.3 |
7 |
Shear include due to Beam |
: |
7.5 |
8 |
Minimum Flexural Strength of Column |
: |
7.2 |
9 |
Shear Check at Column Joint |
: |
9.1 |
10 |
Length of wall to thickness ratio |
: |
10.1.3 |
11 |
Type of wall & Minimum reinforcement |
: |
10.1.4 |
12 |
Largest diameter of longitudinal steel bar |
: |
10.1.8 |
13 |
Shear reinforcement in RC wall |
: |
10.2.3 |
14 |
Special confinement reinforcement in Boundary Element |
: |
10.4.4 |
15 |
Minimum vertical reinforcement across horizontal construction joint |
: |
10.7 |
General Data |
Column No. |
: |
C1 |
Level |
: |
0 m To 4.2 m |
|
Frame Type |
= |
Non-Ductile |
|
Response Reduction Factor |
= |
3 |
|
Design Code |
= |
IS 456 : 2000 + IS 13920 : 2016 |
|
Grade Of Concrete |
= |
M50 |
N/sqmm |
Grade Of Steel (Main) |
= |
Fe500 |
N/sqmm |
Grade Of Steel (Shear) |
= |
Fe500 |
N/sqmm |
Grade Of Steel - Flexural Design |
= |
Fe500 |
N/sqmm |
Grade Of Steel - Shear Design |
= |
Fe415 |
N/sqmm |
Column B |
= |
600 |
mm |
Column D |
= |
900 |
mm |
Clear Cover |
= |
50 |
mm |
Clear Floor Height @ B |
= |
2000 |
mm |
Clear Floor Height @ D |
= |
2000 |
mm |
No Of Floors |
= |
1 |
|
No Of Columns In Group |
= |
1 |
|
Column Type |
: |
UnBraced |
|
Minimum eccentricity check |
: |
One Axis at a Time |
|
Code defined D/B ratio |
: |
4 |
|
D/B Ratio |
: |
1.5 <= 4 Hence, Design as Column |
|
|
|
|
Flexural Design (Analysis Forces) |
|
Analysis Reference No. |
= |
501 |
|
Load Combination |
= |
[1] : (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) |
|
Critical Location |
= |
Bottom Joint |
|
Pu |
= |
1000.4 |
kN |
Mux |
= |
-900.12 |
kNm |
Muy |
= |
50.01 |
kNm |
Vux |
= |
0 |
kN |
Vuy |
= |
0 |
kN |
Minimum Eccentricity Check |
Since Axial Force is compressive, Min. Eccentricity check to be performed |
Most critical case is with Min. Eccentricity check in
X-direction |
Minimum Eccentricity Along D: |
|
|
|
Minimum Eccentricity |
= |
Unsupported Length / 500 + D / 30 |
|
|
= |
34 |
mm |
Minimum Eccentricity |
> |
20 |
mm |
Mminx |
= |
Pu x Minimum Eccentricity |
|
|
= |
34.01 |
kNm |
|
|
|
|
|
|
|
|
Slenderness Check |
Max Slenderness Ratio(L/B) |
= |
3.33 |
|
|
< |
60 |
(Hence Ok) |
Column Is Unbraced Along D |
|
|
|
Slenderness Check Along D: |
|
|
|
Effective Length Factor |
= |
1 |
|
Slenderness Ratio |
= |
Effective Length / D |
|
|
= |
2.22, Column not Slender Along D |
|
Column Is Unbraced Along B |
|
|
|
Slenderness Check Along B: |
|
|
|
Effective Length Factor |
= |
1 |
|
Slenderness Ratio |
= |
Effective Length / B |
|
|
= |
3.33, Column Not Slender Along B |
|
Calculation of Design Moment |
Direction |
Manalysis |
Mmin (Abs) |
Mdesign |
Mslndx (Abs) |
Mdesign-final |
|
A |
B |
C |
E |
F |
Major Axis - Mux |
-900.12 |
34.01 |
-900.12 |
0 |
-900.12 |
Minor Axis - Muy
|
50.01 |
--- |
50.01 |
0 |
50.01 |
Where
|
A |
= |
Moments directly from analysis |
B |
= |
Moments due to minimum eccentricity |
C |
= |
Maximum of analysis moment and min.
eccentricity = Max (A,B) |
E |
= |
Moment due to slenderness effect |
F |
= |
Final design Moment =
Max(C- Top Bottom , D- Top Bottom) + E |
Final Critical Design Forces |
|
|
|
|
|
Pu |
= |
1000.4 |
kN |
Mux |
= |
-900.12 |
kNm |
Muy |
= |
50.01 |
kNm |
|
Resultant Moment (Combined Action) |
Moment Capacity Check |
Pt Calculated |
= |
3.28 |
|
Reinforcement Provided |
= |
22-T32 |
|
|
|
|
|
Load Angle |
= |
Tan-1(Muy/Mux) |
|
|
= |
3.18 |
deg |
MRes |
= |
901.51 |
kNm |
MCap |
= |
2729.94 |
kNm |
Capacity Ratio |
= |
MRes/ MCap |
|
|
= |
0.33 <= 1 |
|
|
|
|
|
|
|
|
|
Shear Calculation |
Along D |
Along B |
Critical Load Combination |
[1] : (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) |
[1] : (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) |
Design shear force, Vu (kN) |
0 |
0 |
Pu (kN) |
1000.4 |
1000.4 |
Deff , Beff (mm) |
834 |
534 |
Aeff (sqmm) |
500400 |
480600 |
Design shear stress, Tv |
Vu / (B x Deff) |
Vu / (D x Beff) |
Tv (N/sqmm) |
0 |
0 |
Pt (%) |
1.638 |
1.638 |
Design shear strength, Tc (N/sqmm) |
0.8411 |
0.8411 |
Shear Strength Enhancement Factor (Compressive Force) |
1 + 3 x Pu / ( B x D x Fck) |
  |
1.12 |
1.1249 |
Shear Strength Enhancement Factor (Tensile Force) |
- |
- |
Shear Strength Enhancement Factor (max) |
1.5 |
1.5 |
Shear Strength Enhancement Factor |
1.12 |
1.1249 |
Enhanced shear strength, Tc-e (N/sqmm) |
0.942 |
0.9461 |
Design shear check |
Tv < Tc x Enhancement factor |
Tv < Tc x Enhancement factor |
Shear Links Design |
Shear Links Not Required |
Shear Links Not Required |
Design Of Links |
Links in the zone where special confining links are not
required |
Normal Links |
|
|
|
Diameter of link |
= |
8 |
mm |
|
> |
Max. longitudinal bar dia / 4 |
|
|
= |
8 |
mm |
Criterion for spacing of normal links |
|
|
|
Min. Longitudinal Bar dia X 16 |
= |
512 |
mm |
Min. dimension of column |
= |
600 |
mm |
Max. 300 mm |
= |
300 |
mm |
Provided spacing |
= |
300 |
mm |
|
|
|
|
|
Required |
Provided |
|
Normal Design |
Shear Design |
Ductile Design |
Normal Zone |
Ductile Zone |
Link Dia. |
8 |
--- |
--- |
8 |
--- |
Spacing |
300 |
--- |
--- |
300 |
--- |
Crack Width Check as per IS 456 + IS 13920 - 2016 |
Location |
Bottom |
Top |
Critical Load Combination |
10001 |
10001 |
Member Force |
|
|
P (kN) |
1000.3998 |
1000.3998 |
Mx (kNm) |
900.1209 |
900.1209 |
My (kNm) |
50.0067 |
50.0067 |
Reinforcement-Total |
22-T32 |
22-T32 |
Corner Reinforcement - Dia |
32 |
32 |
Ast - corner reinforcement - mm2 |
804.2477 |
804.2477 |
Neutral Axis Angle (Deg) |
86.8202 |
86.8202 |
Neutral axis location from compressive corner (mm) |
343.9969 |
343.9969 |
acr (mm) |
77.3381 |
77.3381 |
Check for Stress in Steel |
        Fst ( N/sqmm) |
-128.451 |
-128.451 |
        FstPerm ( N/sqmm) |
275 |
275 |
Check for Stress in Concrete |
        Fc ( N/sqmm) |
15.2226 |
15.2226 |
        FcPerm ( N/sqmm) |
16.6667 |
16.6667 |
Crack Width Check |
        Epsilon-deff, ε1 |
0.0007 |
0.0007 |
        Wcr (mm) |
0.1235 |
0.1235 |
        WcrPerm (mm) |
0.2 |
0.2 |
|
Stress Limit Check as per IS 456 + IS 13920 - 2016 |
|
Location |
Bottom |
Top |
Critical Load Combination |
10001 |
10001 |
Member Force |
|
|
P (kN) |
1000.3998 |
1000.3998 |
Mx (kNm) |
900.1209 |
900.1209 |
My (kNm) |
50.0067 |
50.0067 |
Reinforcement - Total |
22-T32 |
22-T32 |
Corner Reinforcement - Dia |
32 |
32 |
Ast - corner reinforcement - mm2 |
804.2477 |
804.2477 |
Neutral Axis Angle (Deg) |
86.8202 |
86.8202 |
Neutral axis location from compressive corner (mm) |
343.9969 |
343.9969 |
Check for Stress in Steel |
        Fst ( N/sqmm) |
-128.451 |
-128.451 |
        FstPerm ( N/sqmm) |
275 |
275 |
Check for Stress in Concrete |
        Fc ( N/sqmm) |
15.2226 |
15.2226 |
        FcPerm ( N/sqmm) |
16.6667 |
16.6667 |
|
|