

Project Name  :  tnt 
Client Name  :  nt 
Engineer Name  :  tn 
Design File  :  E:\TruptiSC\RCDC\Sample file\C drivestaad file\Column C1(Level 12.05816.258)R1.html 
Analysis File  :  E:\TruptiSC\RCDC\Sample file\C drivestaad file\RCDCStaadDemo.std 
Analysis Last Modified  :  6/29/2017 3:42:03 PM 
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  Ak  =  Area of confined concrete core 
8  Ash  =  Area of link cross section 
9  b  =  Effective Width of Column in mm 
10  B  =  Width / Smaller Dimension of Column in mm 
11  d  =  Effective Depth of Column in mm 
12  D  =  Depth / Larger Dimension of Column OR Diameter of Circular Column in mm 
13  Dk  =  Diameter Of core measured to the outside of circular link 
14  Ec  =  Modulus of elasticity of concrete 
15  Es  =  Modulus of elasticity of steel 
16  FcPerm  =  Permissible Stress in Concrete required in N/ (sqmm) 
17  Fst  =  Stress in steel 
18  FstPerm  =  Permissible Stress in Steel required in N/ (sqmm) 
19  Fck  =  Characteristic compressive strength of concrete cube in N/sqmm 
20  Fy  =  Yield Stress Of Steel in N/sqmm 
21  h  =  Longer dimension of rectangular link measured to its outer face 
22  Hu  =  Total lateral force acting within the story(Story shear) 
23  Hs  =  Height of the story (Floor height) 
24  k  =  Reduction factor for slenderness moments 
25  Max  =  Additional moment due to slenderness about major axis (Along D) 
26  May  =  Additional moment due to slenderness about minor axis (Along B) 
27  Mminx  =  Moment due to minimum eccentricity along D 
28  Mminy  =  Moment due to minimum eccentricity along B 
29  Muv  =  Moment capacity of web portion of wall as per clause 9.4.2 and Annes A of IS 13920 
30  Mux  =  Factored moment Along D 
31  Muy  =  Factored moment Along B 
32  MCap  =  Moment capacity of section for NA angle at design Pu 
33  MRes  =  Resultant design moment at angle to local major axis 
34  Pb  =  Axial capacity of column as defined in 39.7.1.1 
35  Pu  =  Factored axial force 
36  Pu_Total  =  Sum of Axial loads on all column in the story (Gravity Load) 
37  Q  =  Stability Index (factor for checking sway/ non sway condition for a given story) 
38  S  =  Link Spacing 
39  Shear Strength Enhancement Factor  =  Multiplying factor for shear strength of concrete as per 40.2.2 
40  Vur  =  Factored resultant shear force acting on the column 
41  Vux  =  Factored shear force Along D 
42  Vuy  =  Factored shear force Along B 
43  Wcr  =  Surface Crack Width 
44  WcrPerm  =  Permissible Crack Width required in mm 
Code References:  
IS 456  
ELEMENT  CLAUSE / table  
1  Max area of reinforcement  :  26.5.3.1a & b 
2  Min area of reinforcement  :  26.5.3.1a & b 
3  Min number of bars  :  26.5.3.1c 
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  :  E1 
13  Stability(Index, Q)  :  E 2 
14  Crack width calculation  :  3.8 
IS 13920  
ELEMENT  CLAUSE / table  
1  Spacing of special confining reinforcement  :  9.4.5 and 7.4 
2  C/s area of special confining reinforcement  :  7.4.7 
3  Applicability of boundary element  :  9.4.1 
4  MuvMoment Capacity of Web  :  Annex 
5  Additional Compressive Force in BE  :  9.4.2 
6  Check for BE in tension and compression  :  9.4.3 and 9.4.4 
7  Shear include due to Beam  :  7.3.4 
Sway Calculation (Stability Index) 
For GlobalX Direction 
Level  Load Name  Story Height (m)  Gravity Load P (kN)  Relative Displacements (mm)  Story Shear (kN)  Stability Index  Sway Condition 
A  B  C  D  B x C / (A x D)  
0m to 4.2m  LOAD 3: LOAD CASE 3 EQX  4.2  87181.398  2.135  2770.268  0.016  Non Sway 
4.2m to 7.858m  LOAD 3: LOAD CASE 3 EQX  3.658  78307.426  2.232  2688.752  0.018  Non Sway 
7.858m to 12.058m  LOAD 3: LOAD CASE 3 EQX  4.2  50346.671  2.741  2413.73  0.014  Non Sway 
12.058m to 16.258m  LOAD 3: LOAD CASE 3 EQX  4.2  23613.072  1.986  1788.302  0.006  Non Sway 
For GlobalY Direction 
Level  Load Name  Story Height (m)  Gravity Load P (kN)  Relative Displacements (mm)  Story Shear (kN)  Stability Index  Sway Condition 
A  B  C  D  B x C / (A x D)  
0m to 4.2m  LOAD 4: LOAD CASE 4 EQY  4.2  87181.398  2.204  2486.929  0.018  Non Sway 
4.2m to 7.858m  LOAD 4: LOAD CASE 4 EQY  3.658  78307.426  2.466  2335.116  0.023  Non Sway 
7.858m to 12.058m  LOAD 4: LOAD CASE 4 EQY  4.2  50346.671  3.138  2102.035  0.018  Non Sway 
12.058m to 16.258m  LOAD 4: LOAD CASE 4 EQY  4.2  23613.072  2.253  1545.608  0.008  Non Sway 
General Data  
Column No.  :  C1  
Level  :  12.058m To 16.258m  
Design Code  =  IS Code  
Grade Of Concrete  =  M25  N/sqmm 
Grade Of Steel  =  Fe415  N/sqmm 
Column B  =  700  mm 
Column D  =  700  mm 
Clear Floor Height @ B  =  3300  mm 
Clear Floor Height @ D  =  3300  mm 
No Of Floors  =  1  
No Of Columns In Group  =  1  
Column Type  :  UnBraced  
Minimum eccentricity check  :  Simultaneously (Both Axis)  
Load Data  
Analysis Reference No.  =  31  
Critical Analysis Load Combination  :  17  
Load Combination  =  [7] : 1.5 (LOAD 1: LOAD CASE 1) 1.5 (LOAD 3: LOAD CASE 3 EQX)  
Critical Location  =  Top Joint  
Pu  =  356.11  kN  
Mux  =  399.53  kNm  
Muy  =  109.68  kNm  
Vux  =  47.73  kN  
Vuy  =  160.07  kN 
Effective Length Calculation 
Calculation Along Major Axis Of Column 
Joint  Column Stiffness  Beam Sizes  Beam Stiffness  Beta  
Beam 1 (Length x Width x Depth) 
Beam 2 (Length x Width x Depth) 
Beam 1  Beam 2  
N/m  mm  mm  N/m  N/m  
Bottom  476.389  8000 x 350 x 900  No Beam  265.781    0.782 
Top  476.389  8000 x 350 x 900  No Beam  265.781    0.642 
Sway Condition (as per Stability Index)  =  Non Sway  
Effective Length Factor along Major Axis  =  0.81 
Calculation Along Minor Axis Of Column 
Joint  Column Stiffness  Beta  
Beam 1 (Length x Width x Depth) 
Beam 2 (Length x Width x Depth) 
Beam 1  Beam 2  
N/m  mm  mm  N/m  N/m  
Bottom  476.389  5710 x 350 x 900  No Beam  372.373    0.719 
Top  476.389  5710 x 350 x 900  No Beam  372.373    0.561 
Sway Condition (as per Stability Index)  =  Non Sway  
Effective Length Factor along Minor axis  =  0.76 
Minimum Eccentricity Check  
Since Axial Force is compressive, Min. Eccentricity check to be performed  
Minimum Eccentricity Along D:  
Minimum Eccentricity  =  Unsupported Length / 500 + D / 30  
=  29.93  mm  
Minimum Eccentricity  >  20  mm 
Mminx  =  Pu x Minimum Eccentricity  
=  10.66  kNm  
Minimum Eccentricity Along B :  
Minimum Eccentricity  =  Unsupported Length / 500 + B / 30  
=  29.93  mm  
Minimum Eccentricity  >  20  mm 
Mminy  =  Pu x Minimum Eccentricity  
=  10.66  kNm  
Slenderness Check  
Max Slenderness Ratio(L/B)  =  4.71  
<  60  (Hence Ok)  
Column Is Unbraced Along D  
Slenderness Check Along D:  
Effective Length Factor  =  0.81  
Slenderness Ratio  =  Effective Length / D  
=  3.82, Column not Slender Along D  
Column Is Unbraced Along B  
Slenderness Check Along B:  
Effective Length Factor  =  0.76  
Slenderness Ratio  =  Effective Length / B  
=  3.58, Column not Slender Along B  
Calculation of Design Moment 
Direction  Manalysis  Mmin (Abs)  Mdesign  Mslndx (Abs)  Mdesignfinal 
A  B  C  E  F  
Major Axis  Mux  399.53  10.66  399.53  0  399.53 
Minor Axis  Muy  109.68  10.66  109.68  0  109.68 
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  =  356.11  kN 
Mux  =  399.53  kNm 
Muy  =  109.68  kNm 
Moment Capacity Check  
Pt Calculated  =  0.68  
Reinforcement Provided  =  12T16 + 8T12  
Load Angle  =  Tan^{1}(Muy/Mux)  
=  15.35  deg  
MRes  =  414.32  kNm 
MCap  =  445.14  kNm 
Capacity Ratio  =  MRes/ MCap  
=  0.93 <= 1  
Design Of Shear  
Shear Calculation from Beam Capacity  
Height of column above level considered (hst1)  =  0  mm 
Height of column below level considered (hst2)  =  1650  mm 
Height (hst)  =  2550  mm 
Beam Size  Beam angle w.r.t. column Ly  Torsion moment  Top  Bottom  Resultant Moment  
(mm) 
(deg) 
(kNm) 
Mu (kNm) 
Ast req (sqmm) 
Ast pro (sqmm) 
Mu cap (kNm) 
Mu (kNm) 
Ast req (sqmm) 
Ast pro (sqmm) 
Mu cap (kNm) 
Top Ly (kNm) 
Top Lx (kNm) 
Bot Ly (kNm) 
Bot Lx (kNm) 
350x900  0  0  399.53  1384.99  1457.7  418.86  0  875.42  1005.3  296.66  418.86  0  296.66  0 
350x900  270  0  358.84  1232.73  1344.6  388.97  23.55  875.42  1005.3  296.66  0  388.97  0  296.66 
Mu Major (Along Lx) (kNm)  Mu Minor (Along Ly) (kNm)  
Left  Right  Left  Right  
Top  0  418.86  388.97  0 
Bottom  0  296.66  296.66  0 
Shear along Lx:  
Sway Right  
Vux1  =  1.4 x (left,Bottom + Right,Top)/hst  
=  229.97  kN  
Sway Left  
Vux2  =  1.4 x (left,Top + Right,Bot)/hst  
=  162.87  kN  
Shear along Ly:  
Sway Left  
Vuy1  =  1.4 x (Along Ly,Top + Along Ly,Bot)/hst  
=  162.87  kN  
Sway Right  
Vuy2  =  1.4 x (Along Ly,Top + Along Ly,Bot)/hst  
=  213.55  kN  
Design for shear along D  
Critical Analysis Load Combination  :  22  
Critical Load Combination  =  [12] : 0.9 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 4: LOAD CASE 4 EQY)  
Design shear force, Vuy  =  61.9325  kN  
Design shear,max (Vuy,Vuy1,Vuy2)  =  213.55  kN  
Pu  =  134.81  
Deff  =  642  mm  
Design shear stress, Tvy  =  Vuy / (Bx Deff)  N/sqmm  
=  0.4752  N/sqmm  
Pt  =  0.339  %  
Design shear strength, Tc  =  0.4155  N/sqmm  
Shear Strength Enhancement Factor  =  1 + 3 x Pu / ( B x D x Fck)  
=  1.033  
Shear Strength Enhancement Factor (max)  =  1.5  
Shear Strength Enhancement Factor  =  1.033  
Enhanced shear strength, Tce  =  0.4292  N/sqmm  
Design shear check  =  Tvy > Tc x Enhancement factor  
Links for shear design along D  
Pt  =  0.3385  %  
Deff  =  642  mm  
Shear resisted by concrete along D = VcD  =  Tce x Deff  
=  192.9  kN  
Shear to be resisted by shear reinforcement along D = VusD  =  Vuy  VcD  
=  20.66  kN  
Area of shear reinforcement required, Asvd  =  (VusD x 1000)/ (Deff x 0.87 x Fy)  
=  89.11  sqmm  
Master Link Rebar  =  8  mm  
Number of legs provided  =  6  
Spacing of links prvd, Sv  =  175  mm  
Asv Provided  =  1723.39  sqmm  
Design for shear along B  
Critical Analysis Load Combination  :  22  
Critical Load Combination  =  [12] : 0.9 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 4: LOAD CASE 4 EQY)  
Design shear force, Vux  =  39.728  kN  
Design shear,max (Vux,Vux1,Vux2)  =  229.97  kN  
Pu  =  134.81  
Beff  =  642  mm  
Design shear stress, Tvx  =  Vux / (D x Beff)  kN  
=  0.5117  N/sqmm  
Pt  =  0.339  %  
Design shear strength, Tc  =  0.4155  N/sqmm  
Shear Strength Enhancement Factor  =  1 + 3 x Pu / (B x D x Fck)  
=  1.033  
Shear Strength Enhancement Factor (max)  =  1.5  
Shear Strength Enhancement Factor  =  1.033  
Enhanced shear strength, Tce  =  0.4292  N/sqmm  
Design shear check  =  Tvx > Tc x Enhancement factor  
Links for shear design along B  
Pt  =  0.3385  %  
Deff  =  642  mm  
Shear resisted by concrete along B = VcB  =  Tce x Deff  
=  192.9  kN  
Shear to be resisted by shear reinforcement along B = VusB  =  Vuy  VcB  
=  37.07  kN  
Area of shear reinforcement required, AsvB  =  (VusB x 1000)/ (Deff x 0.87 x Fy)  
=  159.92  sqmm  
Master Link Rebar  =  8  mm  
Number of legs provided  =  6  
Spacing of links reqd  =  1885  mm  
Spacing of links prvd, Sv  =  175  mm  
Asv Provided  =  1723.39  sqmm 
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  
=  4  mm  
Criterion for spacing of normal links  
Min. Longitudinal Bar dia X 16  =  192  mm  
Min. dimension of column  =  700  mm  
Max. 300 mm  =  300  mm  
Least lateral edge dimension/2  =  350  
Provided spacing  =  175  mm  
Special confining reinforcement as per IS 13920  
Min. Lateral dimension of column,B  =  700  mm  
B/4  =  175  mm  
Hence Link spacing, S  =  100  mm  
Hoop dimension, h  =  148.8  mm  
Gross area of column, Ag  =  B x D  
=  490000  sqmm  
Core area of column, Ak  =  (B 2 x cover to Link) x (D 2 x cover to Link)  
=  379456  sqmm  
Area of special confining link, Ash  =  0.18 x S x h x (Fck/Fy) x (Ag/Ak1)  
=  47  sqmm  
Diameter of special confining link  =  8  mm  
=  > Max. longitudinal bar dia / 4  
=  4  mm  
Zone for special confining links  criterion  
Max. Size of column,D  =  700  mm  
Clear height/6  =  550  mm  
Minimum value  =  450  mm  
Hence length of confining zone  =  700  mm 
Table For Links 
Required  Provided  
Normal Design  Shear Design  Ductile Design  Normal Zone  Ductile Zone  
Link Dia.  8    8  8  8 
Spacing  175    100  175  100 