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| Project Name | : | tnt |
| Client Name | : | nt |
| Engineer Name | : | tn |
| Design File | : | E:\Trupti-SC\RCDC\Sample file\C drive-staad file\Column C1(Level 12.058-16.258)-R1.html |
| Analysis File | : | E:\Trupti-SC\RCDC\Sample file\C drive-staad file\RCDC-Staad-Demo.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 | : | 26.5.3.1-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 |
| 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 | Muv-Moment 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 Global-X 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 EQ-X | 4.2 | 87181.398 | 2.135 | 2770.268 | 0.016 | Non Sway |
| 4.2m to 7.858m | LOAD 3: LOAD CASE 3 EQ-X | 3.658 | 78307.426 | 2.232 | 2688.752 | 0.018 | Non Sway |
| 7.858m to 12.058m | LOAD 3: LOAD CASE 3 EQ-X | 4.2 | 50346.671 | 2.741 | 2413.73 | 0.014 | Non Sway |
| 12.058m to 16.258m | LOAD 3: LOAD CASE 3 EQ-X | 4.2 | 23613.072 | 1.986 | 1788.302 | 0.006 | Non Sway |
| For Global-Y 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 EQ-Y | 4.2 | 87181.398 | 2.204 | 2486.929 | 0.018 | Non Sway |
| 4.2m to 7.858m | LOAD 4: LOAD CASE 4 EQ-Y | 3.658 | 78307.426 | 2.466 | 2335.116 | 0.023 | Non Sway |
| 7.858m to 12.058m | LOAD 4: LOAD CASE 4 EQ-Y | 4.2 | 50346.671 | 3.138 | 2102.035 | 0.018 | Non Sway |
| 12.058m to 16.258m | LOAD 4: LOAD CASE 4 EQ-Y | 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 EQ-X) | |||
| 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) | Mdesign-final |
| 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 | = | 12-T16 + 8-T12 | |
| 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 EQ-Y) | ||
| 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, Tc-e | = | 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 | = | Tc-e 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, Asv-d | = | (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 EQ-Y) | ||
| 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, Tc-e | = | 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 | = | Tc-e 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, Asv-B | = | (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/Ak-1) | ||
| = | 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 |