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Columns | Column | Architectural Elements
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PROJECT: LULU SALALAH OFFICE BLOCK Job No: COLUMN DESIGN-C1 Input Data: Concrete Grade Grade of Steel fcu
2 30 N/mm
Sheet No : Ref.: BS 8110 LOAD CASE DL+LL
2 460 N/mm
Unsupported length of the Column in X- dir lo-x Unsupported length of the Column in Y- dir lo-y Axial Load on column N Moment in X-direction Mx Moment in Y-direction My Column Dimension parallel to X-axis b Column Dimension parallel to Y-axis d Cover to Main Reinforcement Diameter of bar assumed Effective Cover in mm (40+16/2) Minimum Eccentricity Moment: Minimum Eccentricity about X-axis ex = 0.05*d or 20 (If ex is greater than 20 consider 20mm) Minimum Eccentricity about Y-axis ey = 0.05*b or 20 (If ey is greater than 20 consider 20mm) Moment due to min.ecc. about X-axis Mex=N*ex Moment due to min.ecc. about Y-axis Mey=N*ey Slenderness Moment: From table 3.19 of BS 8110 End conditions: About X-axis slenderness Ratio about X-axis Column is slender about X-axis lex/d =
5.50 5.50 100.00 5.00 5.00 400 500 40 16 48
mts mts tons (Factored) t-m (Factored) t-m (Factored) mm mm mm mm mm X mm mm t-m t-m
20 20 2.00 2.00
1.20 (b) (5.5*1.2*1000/ 500)= 13.2 > 10
d'=(500-48) = b a = b a = Slendernes Reduction Factor, Conservatively Consider "K" = au = au = Moment due to slenderness about X-axis in t-m = Slenderness Moment about X-axis in t-m = About Y-axis: Slenderness Ratio about Y-axis Column is slender about Y-axis
452 mm 1 lex 2 X 2000 d' 0.107 1.0 b a*K*d 0.107*1*0.5= 0.054 N* au = 100X0.054 5.400 t-m
1.20 (b) = (5.5*1.2*1000/400)= 16.5 > 10
: BS 8110 2 352 mm 1 ley X 2000 b' b a = 0.0 au = b a*K*b au = 0.176 Slendernes Reduction Factor.000 t-m Since Moment due to slenderness about X-axis M lx = 5.PROJECT: DESIGNED: Date: Sheet No : Job No: b'=(400-48) = b a = Ref.176*1*0.8 20.1 t-m t-m 2 5.40 t-m lex/d Moment due to slenderness about Y-axis M ly = 7.00 t-m = (5 Mx/d'= 23.4= Moment due to slenderness about Y-axis in t-m = N* au = Slenderness Moment about Y-axis in t-m = 7.00 t-m ley/b Design Loads Factored Axial Load on Column Nu Factored Total Moment about X-axis Mx Factored Total Moment about Y-axis My d' = 452 b'=352 Effective Cover = 48 0.09 + 5.40 4800 mm2 2412 mm2 1.10 20.22 of BS 8110 My' = My + Beta*(b'/d')*Mx Design Column for Moment My' Nu / (b * d) My' / (b*b* d) For (d' / b) = Refer Chart 27 Area of reinforcement 100 As / b * d = As = = 0.40 t-m = (5 12.88 2.070 100X0.46 0.21 Provide reinforcement consisting of 12 nos.10 N/mm 2.00 tons 10.2>10 16.17 b = 0. bar dia 16mm (100 As / b*d) Provided Percentage Reinforcement is within Limits Provide Column Size Provide Reinforcement 400 X 500 12 Y 16 .01 My/b'= 34. Conservatively Consider "K" = 1.4) + 7) My/b' > Mx/d' therefore My' = My + Beta*(b'/d')*Mx Nu / (fcu*b*d) Refer Table 3.07 13.5>10 100.
about Y-axis Mey=N*ey Slenderness Moment: From table 3.02 5.PROJECT: LULU SALALAH OFFICE BLOCK Job No: COLUMN DESIGN-C2 Input Data: Concrete Grade Grade of Steel fcu fy 2 30 N/mm Sheet No : Ref.20 (b) (5.19 of BS 8110 End conditions: About X-axis slenderness Ratio about X-axis Column is slender about X-axis lex/d = 5.2 > 10 13.2*1000/ 600)= 11 > 10 11 d'=(600-50) = b a = b a = Slendernes Reduction Factor.dir lo-y Axial Load on column N Moment in X-direction Mx Moment in Y-direction My Column Dimension parallel to X-axis b Column Dimension parallel to Y-axis d Cover to Main Reinforcement Diameter of bar assumed Effective Cover in mm (40+20/2) Minimum Eccentricity Moment: Minimum Eccentricity about X-axis ex = 0.043 N* au = 251X0.2*1000/500)= 13.ecc.05*d or 20 (If ex is greater than 20 consider 20mm) Minimum Eccentricity about Y-axis ey = 0.ecc.6= 0.00 20.00 500 600 40 20 50 mts mts tons (Factored) t-m (Factored) t-m (Factored) mm mm mm mm mm X mm mm t-m t-m Y 500 600 X 20 20 5.20 (b) = (5.072*1*0.00 1.5*1.2 .072 1.793 t-m ley/b 1.05*b or 20 (If ey is greater than 20 consider 20mm) Moment due to min.: BS 8110 LOAD CASE DL+LL 2 460 N/mm Unsupported length of the Column in X.dir lo-x Unsupported length of the Column in Y.50 5.0 b a*K*d 0.02 Y 1. Conservatively Consider "K" = au = au = Moment due to slenderness about X-axis in t-m = Slenderness Moment about X-axis in t-m = About Y-axis: Slenderness Ratio about Y-axis Column is slender about Y-axis 550 mm 1 lex 2 X 2000 d' 0.5*1. about X-axis Mex=N*ex Moment due to min.50 251.043 10.
40 N/mm 2.793) 18.054 251X0.79 t-m = (20 + 10.108 Slendernes Reduction Factor.28 b = 0.554 t-m Since Moment due to slenderness about X-axis M lx = 10. Conservatively Consider "K" = 1.: BS 8110 2 450 mm 1 ley X 2000 b' b a = 0.00 tons 30.50 53.97 0.99 My/b'= 41.79 t-m lex/d Moment due to slenderness about Y-axis M ly = 13.57 t-m = (5.2>10 251.55 t-m ley/b Design Loads Factored Axial Load on Column Nu Factored Total Moment about X-axis Mx Factored Total Moment about Y-axis My d' = 550 b'=450 Effective Cover = 50 0.108*1*0. bar dia 20mm (100 As / b*d) Provided Percentage Reinforcement is within Limits Provide Column Size Provide Reinforcement 500 X 600 12 Y 20 .26 Provide reinforcement consisting of 12 nos.92 100 As / b * d = As 2.67 53.28 Mx/d' > My/b' therefore Mx' = Mx + Beta*(d'/b')*My Nu / (fcu*b*d) Refer Table 3.40 7200 mm2 3768 mm2 1.02 + 13.5= Moment due to slenderness about Y-axis in t-m = N* au = Slenderness Moment about Y-axis in t-m = 13.22 of BS 8110 Mx' = Mx + Beta*(d'/b')*My Design Column for Moment Mx' Nu / (b * d) Mx' / (b*b*b) For d' / d = Refer Chart 27 Area of reinforcement = 0.5 t-m t-m 2 8.0 au = b a*K*b au = 0.554) Mx/d'= 55.PROJECT: DESIGNED: Date: Sheet No : Job No: b'=(500-50) = b a = Ref.054 11>10 13.
Conservatively Consider "K" = au = au = Moment due to slenderness about X-axis in t-m = Slenderness Moment about X-axis in t-m = About Y-axis: Slenderness Ratio about Y-axis Column is slender about Y-axis 550 mm 1 lex 2 X 2000 d' 0.05*d or 20 (If ex is greater than 20 consider 20mm) Minimum Eccentricity about Y-axis ey = 0.2*1000/ 600)= 11 > 10 11 d'=(600-50) = b a = b a = Slendernes Reduction Factor.ecc.043 N* au = 209X0.0 b a*K*d 0.05*b or 20 (If ey is greater than 20 consider 20mm) Moment due to min.2 > 10 13.2 .00 500 600 40 20 50 mts mts tons (Factored) t-m (Factored) t-m (Factored) mm mm mm mm mm X mm mm t-m t-m Y 500 600 X 20 20 4. about Y-axis Mey=N*ey Slenderness Moment: From table 3.072*1*0.18 4.5*1.19 of BS 8110 End conditions: About X-axis slenderness Ratio about X-axis Column is slender about X-axis lex/d = 5.20 (b) = (5.18 Y 1. about X-axis Mex=N*ex Moment due to min.dir lo-x Unsupported length of the Column in Y.00 5.dir lo-y Axial Load on column N Moment in X-direction Mx Moment in Y-direction My Column Dimension parallel to X-axis b Column Dimension parallel to Y-axis d Cover to Main Reinforcement Diameter of bar assumed Effective Cover in mm (40+20/2) Minimum Eccentricity Moment: Minimum Eccentricity about X-axis ex = 0.20 (b) (5.PROJECT: LULU SALALAH OFFICE BLOCK Job No: COLUMN DESIGN-C3 Input Data: Concrete Grade Grade of Steel fcu fy 2 30 N/mm Sheet No : Ref.987 t-m ley/b 1.ecc.50 209.5*1.: BS 8110 LOAD CASE DL+LL 2 460 N/mm Unsupported length of the Column in X.50 5.072 1.043 8.6= 0.00 20.2*1000/500)= 13.
0 au = b a*K*b au = 0.9 t-m t-m 2 6. Conservatively Consider "K" = 1.286 t-m Since Moment due to slenderness about X-axis M lx = 8.29 t-m ley/b Design Loads Factored Axial Load on Column Nu Factored Total Moment about X-axis Mx Factored Total Moment about Y-axis My d' = 550 b'=450 Effective Cover = 50 0.90 N/mm 2.054 209X0.054 11>10 13.72 0.108 Slendernes Reduction Factor.92 100 As / b * d = As 2.26 Provide reinforcement consisting of 12 nos.29 t-m = (5 Mx/d'= 52.5= Moment due to slenderness about Y-axis in t-m = N* au = Slenderness Moment about Y-axis in t-m = 11.: BS 8110 2 450 mm 1 ley X 2000 b' b a = 0.19 + 8.987) + 11.23 b = 0.PROJECT: DESIGNED: Date: Sheet No : Job No: b'=(500-50) = b a = Ref.40 7200 mm2 3768 mm2 1. bar dia 20mm (100 As / b*d) Provided Percentage Reinforcement is within Limits Provide Column Size Provide Reinforcement 500 X 600 12 Y 20 .286) Mx/d' > My/b' therefore Mx' = Mx + Beta*(d'/b')*My Nu / (fcu*b*d) Refer Table 3.73 48.99 t-m lex/d Moment due to slenderness about Y-axis M ly = 11.22 of BS 8110 Mx' = Mx + Beta*(d'/b')*My Design Column for Moment Mx' Nu / (b * d) Mx' / (b*b*b) For d' / d = Refer Chart 27 Area of reinforcement = 0.2>10 209.90 48.108*1*0.00 tons 28.7 My/b'= 36.99 t-m = (20 16.
50 5.50 Y 1.50 100.0 b a*K*d 0.dir lo-x Unsupported length of the Column in Y.PROJECT: LULU SALALAH OFFICE BLOCK Job No: COLUMN DESIGN-C4 Input Data: Concrete Grade Grade of Steel fcu fy 2 30 N/mm Sheet No : Ref. about X-axis Mex=N*ex Moment due to min.05*b or 20 (If ey is greater than 20 consider 20mm) Moment due to min.ecc.: BS 8110 LOAD CASE DL+LL 2 460 N/mm Unsupported length of the Column in X.039*1*0. about Y-axis Mey=N*ey Slenderness Moment: From table 3.8= 0.dir lo-y Axial Load on column N Moment in X-direction Mx Moment in Y-direction My Column Dimension parallel to X-axis b Column Dimension parallel to Y-axis d Cover to Main Reinforcement Diameter of bar assumed Effective Cover in mm (40+20/2) Minimum Eccentricity Moment: Minimum Eccentricity about X-axis ex = 0.25 Column is not slender about X-axis d'=(800-50) = b a = b a = Slendernes Reduction Factor.ecc.05*d or 20 (If ex is greater than 20 consider 20mm) Minimum Eccentricity about Y-axis ey = 0.25 < 10 8.00 5.00 5.5*1.100 t-m ley/b 1.031 3.5*1.031 N* au = 100X0.2*1000/300)= 22 > 10 22 .039 1. Conservatively Consider "K" = au = au = Moment due to slenderness about X-axis in t-m = Slenderness Moment about X-axis in t-m = About Y-axis: Slenderness Ratio about Y-axis Column is slender about Y-axis 750 mm 1 lex 2 X 2000 d' 0.20 (b) (5.00 300 800 40 20 50 mts mts tons (Factored) t-m (Factored) t-m (Factored) mm mm mm mm mm X mm mm t-m t-m Y 300 800 X 20 15 2.00 1.20 (b) = (5.19 of BS 8110 End conditions: About X-axis slenderness Ratio about X-axis lex/d = 5.2*1000/ 800)= 8.
6 = (5 = (5 + 0) + 10.14 b = 0.4) My/b' > Mx/d' therefore My' = My + Beta*(b'/d')*Mx Nu / (fcu*b*d) Refer Table 3.40 t-m ley/b Design Loads Factored Axial Load on Column Nu Factored Total Moment about X-axis Mx Factored Total Moment about Y-axis My d' = 750 b'=250 Effective Cover = 50 0.07 17.57 Provide reinforcement consisting of 12 nos. bar dia 20mm (100 As / b*d) Provided Percentage Reinforcement is within Limits Provide Column Size Provide Reinforcement 300 X 800 12 Y 20 .0 au = b a*K*b au = 0.25<10 22>10 100.07 t-m t-m 2 4.22 of BS 8110 My' = My + Beta*(b'/d')*Mx Design Column for Moment My' Nu / (b * d) My' / (b*b* d) For (d' / b) = Refer Chart 27 Area of reinforcement 100 As / b * d = As = = 0.20 N/mm 2.104 100X0.348*1*0.83 2.: BS 8110 2 250 mm 1 ley X 2000 b' b a = 0.40 t-m Mx/d'= 6.00 t-m 15.00 tons 5.00 t-m lex/d Moment due to slenderness about Y-axis M ly = 10.67 My/b'= 61.348 Slendernes Reduction Factor.104 8.PROJECT: DESIGNED: Date: Sheet No : Job No: b'=(300-50) = b a = Ref.33 0.84 17.40 5760 mm2 3768 mm2 1.3= Moment due to slenderness about Y-axis in t-m = N* au = Slenderness Moment about Y-axis in t-m = 10. Conservatively Consider "K" = 1.400 t-m Since Moment due to slenderness about X-axis M lx = 0.
50 5.dir lo-x Unsupported length of the Column in Y.5 .2*1000/400)= 16.00 400 600 40 20 50 mts mts tons (Factored) t-m (Factored) t-m (Factored) mm mm mm mm mm X mm mm t-m t-m Y 400 600 X 20 20 4. about X-axis Mex=N*ex Moment due to min.dir lo-y Axial Load on column N Moment in X-direction Mx Moment in Y-direction My Column Dimension parallel to X-axis b Column Dimension parallel to Y-axis d Cover to Main Reinforcement Diameter of bar assumed Effective Cover in mm (40+20/2) Minimum Eccentricity Moment: Minimum Eccentricity about X-axis ex = 0.6= 0.2*1000/ 600)= 11 > 10 11 d'=(600-50) = b a = b a = Slendernes Reduction Factor.072*1*0.20 (b) (5.5 > 10 16. about Y-axis Mey=N*ey Slenderness Moment: From table 3. Conservatively Consider "K" = au = au = Moment due to slenderness about X-axis in t-m = Slenderness Moment about X-axis in t-m = About Y-axis: Slenderness Ratio about Y-axis Column is slender about Y-axis 550 mm 1 lex 2 X 2000 d' 0.20 (b) = (5.072 1.19 of BS 8110 End conditions: About X-axis slenderness Ratio about X-axis Column is slender about X-axis lex/d = 5.: BS 8110 LOAD CASE DL+LL 2 460 N/mm Unsupported length of the Column in X.50 215.00 2.0 b a*K*d 0.05*d or 20 (If ex is greater than 20 consider 20mm) Minimum Eccentricity about Y-axis ey = 0.PROJECT: LULU SALALAH OFFICE BLOCK Job No: COLUMN DESIGN-C7 Input Data: Concrete Grade Grade of Steel fcu fy 2 30 N/mm Sheet No : Ref.30 4.043 N* au = 215X0.ecc.05*b or 20 (If ey is greater than 20 consider 20mm) Moment due to min.5*1.043 9.ecc.00 19.245 t-m ley/b 1.5*1.30 Y 1.
38 0.63 My/b'= 97.00 tons 13.0 au = b a*K*b au = 0.071 215X0.3 + 9.89 t-m t-m 2 9.071 11>10 16.22 of BS 8110 My' = My + Beta*(b'/d')*Mx Design Column for Moment My' Nu / (b * d) My' / (b*b* d) For (d' / b) = Refer Chart 27 Area of reinforcement 100 As / b * d = As = = 0.40 5760 mm2 3768 mm2 1.9 My/b' > Mx/d' therefore My' = My + Beta*(b'/d')*Mx Nu / (fcu*b*d) Refer Table 3.55 t-m = (4.88 2.265 t-m Since Moment due to slenderness about X-axis M lx = 9.30 b = 0.178 Slendernes Reduction Factor.265) Mx/d'= 24.65 42.: BS 8110 2 350 mm 1 ley X 2000 b' b a = 0.178*1*0.PROJECT: DESIGNED: Date: Sheet No : Job No: b'=(400-50) = b a = Ref.57 Provide reinforcement consisting of 12 nos.27 t-m ley/b Design Loads Factored Axial Load on Column Nu Factored Total Moment about X-axis Mx Factored Total Moment about Y-axis My d' = 550 b'=350 Effective Cover = 50 0.25 t-m lex/d Moment due to slenderness about Y-axis M ly = 15. Conservatively Consider "K" = 1. bar dia 20mm (100 As / b*d) Provided Percentage Reinforcement is within Limits Provide Column Size Provide Reinforcement 400 X 600 12 Y 20 .27 t-m = (19 + 15.00 N/mm 4.89 42.245) 34.4= Moment due to slenderness about Y-axis in t-m = N* au = Slenderness Moment about Y-axis in t-m = 15.5>10 215.
024 1.00 300 1000 40 20 50 mts mts tons (Factored) t-m (Factored) t-m (Factored) mm mm mm mm mm X mm mm t-m t-m Y 300 1000 X 20 15 1.0 b a*K*d 0.50 50.: BS 8110 LOAD CASE DL+LL 2 460 N/mm Unsupported length of the Column in X.6 < 10 6.024*1*1= 0.50 5.6 Column is not slender about X-axis d'=(1000-50) = b a = b a = Slendernes Reduction Factor.200 t-m ley/b 1.5*1.024 N* au = 50X0.2*1000/ 1000)= 6.20 (b) (5.05*d or 20 (If ex is greater than 20 consider 20mm) Minimum Eccentricity about Y-axis ey = 0. about Y-axis Mey=N*ey Slenderness Moment: From table 3.75 Y 1.Sheet No : OFFICE BLOCK Job No: COLUMN DESIGN-C13 Input Data: Concrete Grade Grade of Steel fcu fy 2 30 N/mm Ref.00 2.00 2.20 (b) = (5.5*1.19 of BS 8110 End conditions: About X-axis slenderness Ratio about X-axis lex/d = 5.ecc. Conservatively Consider "K" = au = au = Moment due to slenderness about X-axis in t-m = Slenderness Moment about X-axis in t-m = About Y-axis: Slenderness Ratio about Y-axis Column is slender about Y-axis 950 mm 1 lex 2 X 2000 d' 0.024 1.ecc.00 0.2*1000/300)= 22 > 10 22 .dir lo-x Unsupported length of the Column in Y. about X-axis Mex=N*ex Moment due to min.dir lo-y Axial Load on column N Moment in X-direction Mx Moment in Y-direction My Column Dimension parallel to X-axis b Column Dimension parallel to Y-axis d Cover to Main Reinforcement Diameter of bar assumed Effective Cover in mm (40+20/2) Minimum Eccentricity Moment: Minimum Eccentricity about X-axis ex = 0.05*b or 20 (If ey is greater than 20 consider 20mm) Moment due to min.
00 t-m lex/d Moment due to slenderness about Y-axis M ly = 5.: BS 8110 2 250 mm 1 ley X 2000 b' b a = 0.93 7.0 au = b a*K*b au = 0.73 7.8 = (2 = (2 + 0) + 5.73 t-m t-m 2 1.200 t-m Since Moment due to slenderness about X-axis M lx = 0.104 6.40 7200 mm2 3768 mm2 1.20 t-m ley/b Design Loads Factored Axial Load on Column Nu Factored Total Moment about X-axis Mx Factored Total Moment about Y-axis My d' = 950 b'=250 Effective Cover = 50 0.348*1*0.06 b = 0.PROJECT: DESIGNED: Date: Sheet No : Job No: b'=(300-50) = b a = Ref.2) My/b' > Mx/d' therefore My' = My + Beta*(b'/d')*Mx Nu / (fcu*b*d) Refer Table 3.83 2.348 Slendernes Reduction Factor. Conservatively Consider "K" = 1.11 My/b'= 28.84 0.22 of BS 8110 My' = My + Beta*(b'/d')*Mx Design Column for Moment My' Nu / (b * d) My' / (b*b* d) For (d' / b) = Refer Chart 27 Area of reinforcement 100 As / b * d = As = = 0.104 50X0. bar dia 20mm (100 As / b*d) Provided Percentage Reinforcement is within Limits Provide Column Size Provide Reinforcement 300 X 1000 12 Y 20 .00 t-m 7.26 Provide reinforcement consisting of 12 nos.00 tons 2.20 t-m Mx/d'= 2.80 N/mm 0.6<10 22>10 50.3= Moment due to slenderness about Y-axis in t-m = N* au = Slenderness Moment about Y-axis in t-m = 5.
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