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BUILT-UP
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Design of Column and Lacings For Axial Load and Bending Moment Axial Load (P) = 2699 kN Moment ( M ) = 3541 kN-m = 345 kN Properites of Section MB Section Area = 15600 mm² Depth = 600 mm Thickness of Web = 12 mm Ixx = 918000000 Iyy = 26500000 Width of Flange = 210 mm Flange Plate Width = 300 mm Thickness = 10 mm Web Plate Depth = 450 mm Thickness = 8 mm Distance Between The Two Columns,c/c ( C ) = 1500 mm Properites of Single Section Area = 28800 mm² Ixx = 1.60E+09 Iyy = 7.22E+07 Properites of Compound Section Area ( A ) = 57600 mm² = 3.20E+09 = 3.26E+10 = 8000 mm = 27000 mm Shear Force ( V1 ) mm 4 mm 4 mm 4 mm 4 Iaa mm 4 Ibb mm 4 Length of column about aa - Axis ( L Length of column about bb - Axis ( Normal Load Case Wind or Seismic load Ca
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Transcript of BUILT-UP
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 2699 kN
Moment ( M ) = 3541 kN-m
= 345 kN
Properites of SectionMB Section
Area = 15600 mm²Depth = 600 mmThickness of Web = 12 mm
Ixx = 918000000
Iyy = 26500000Width of Flange = 210 mm
Flange Plate
Width = 300 mmThickness = 10 mm
Web Plate
Depth = 450 mm ###Thickness = 8 mm
Distance Between The Two Columns,c/c ( C ) = 1500 mm
Properites of Single Section
Area = 28800 mm²
Ixx = 1.60E+09
Iyy = 7.22E+07
Properites of Compound Section
Area ( A ) = 57600 mm²
= 3.20E+09
= 3.26E+10
= 8000 mm
= 27000 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 235.53 mm
= 752.71 mm
= 33.97
= 35.87
l =' Max of above Two = 35.87
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1534.11 N/mm²
fy = 240.00 N/mm²
= 181.94 N/mm²
=P / A = 46.86 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 19.20 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 1800 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 2059.55 N/mm²
X = 2067.07 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 2067.07 N/mm²
= 203.59 N/mm²
= M / Z
= ### mm³
= 97.65 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.257545 + 0.427506 = 0.69
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 25.11
= 25.11
S = Spacing of Lacing
= 50.08 mm
S req = 1257.38 mm
S pro ( S ) = 1250 mm
Single Member Local Bucking
= 3710.17 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1250 mm
= 235.53 mm
= 50.08 mm
= 33.97
= 24.96
l =' Max of above Two = 33.97
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1710.96 N/mm²
fy = 240.00 N/mm²
= 183.23 N/mm²
=P / A = 128.83 N/mm² SAFE
Inclination ( Measured from vertical )
= 67.38 SAFE
= 67.475 kN
= 412.475 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 223.42 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 1625.00 mm
Effective Length 0.7 * a = 1137.50 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 1700 mm²
= 17.4 mm
l = 65.37
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 461.88 N/mm²
Fy = 250.00 N/mm²
= 155.03 N/mm²
= 131.43 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 2509 kN
Moment ( M ) = 3347 kN-m
= 328 kN
Properites of SectionMB Section
Area = 13200 mm²Depth = 550 mmThickness of Web = 11.2 mm
Ixx = 649000000
Iyy = 18300000Width of Flange = 190 mm
Flange Plate
Width = 300 mmThickness = 10 mm
Web Plate
Depth = 460 mm ###Thickness = 8 mm
Distance Between The Two Columns,c/c ( C ) = 1500 mm
Properites of Single Section
Area = 26560 mm²
Ixx = 1.25E+09
Iyy = 6.40E+07
Properites of Compound Section
Area ( A ) = 53120 mm²
= 2.50E+09
= 3.01E+10
= 8000 mm
= 27000 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 216.87 mm
= 752.73 mm
= 36.89
= 35.87
l =' Max of above Two = 36.89
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1450.60 N/mm²
fy = 240.00 N/mm²
= 181.21 N/mm²
=P / A = 47.23 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 18.07 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 1800 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 1947.44 N/mm²
X = 1954.10 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 1954.10 N/mm²
= 203.03 N/mm²
= M / Z
= ### mm³
= 100.08 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.260654 + 0.440749 = 0.70
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 25.82
= 25.82
S = Spacing of Lacing
= 49.08 mm
S req = 1267.34 mm
S pro ( S ) = 1250 mm
Single Member Local Bucking
= 3485.83 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1250 mm
= 216.87 mm
= 49.08 mm
= 36.89
= 25.47
l =' Max of above Two = 36.89
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1450.60 N/mm²
fy = 240.00 N/mm²
= 181.21 N/mm²
=P / A = 131.24 N/mm² SAFE
Inclination ( Measured from vertical )
= 67.38 SAFE
= 62.725 kN
= 390.725 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 211.64 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 1625.00 mm
Effective Length 0.7 * a = 1137.50 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 1380 mm²
= 17.5 mm
l = 65.00
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 467.20 N/mm²
Fy = 250.00 N/mm²
= 155.56 N/mm²
= 153.36 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 2380 kN
Moment ( M ) = 3110 kN-m
= 303 kN
Properites of SectionMB Section
Area = 11100 mm²Depth = 500 mmThickness of Web = 10.2 mm
Ixx = 452000000
Iyy = 13700000Width of Flange = 180 mm
Flange Plate
Width = 250 mmThickness = 10 mm
Web Plate
Depth = 400 mm ###Thickness = 10 mm
Distance Between The Two Columns,c/c ( C ) = 1500 mm
Properites of Single Section
Area = 24100 mm²
Ixx = 8.84E+08
Iyy = 4.06E+07
Properites of Compound Section
Area ( A ) = 48200 mm²
= 1.77E+09
= 2.72E+10
= 8000 mm
= 27000 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 191.50 mm
= 751.84 mm
= 41.78
= 35.91
l =' Max of above Two = 41.78
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1131.05 N/mm²
fy = 240.00 N/mm²
= 177.29 N/mm²
=P / A = 49.38 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 18.54 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 1750 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 1518.44 N/mm²
X = 1525.86 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 1525.86 N/mm²
= 200.06 N/mm²
= M / Z
= ### mm³
= 99.88 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.278511 + 0.454416 = 0.73
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 29.24
= 29.24
S = Spacing of Lacing
= 41.02 mm
S req = 1199.64 mm
S pro ( S ) = 1150 mm
Single Member Local Bucking
= 3263.33 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1150 mm
= 191.50 mm
= 41.02 mm
= 41.78
= 28.03
l =' Max of above Two = 41.78
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1131.05 N/mm²
fy = 240.00 N/mm²
= 177.29 N/mm²
=P / A = 135.41 N/mm² SAFE
Inclination ( Measured from vertical )
= 69.03 SAFE
= 59.5 kN
= 362.5 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 194.11 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 1606.43 mm
Effective Length 0.7 * a = 1124.50 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 1380 mm²
= 17.5 mm
l = 64.26
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 478.06 N/mm²
Fy = 250.00 N/mm²
= 156.60 N/mm²
= 140.66 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 1904 kN
Moment ( M ) = 2525 kN-m
= 245 kN
Properites of SectionMB Section
Area = 9220 mm²Depth = 450 mmThickness of Web = 9.4 mm
Ixx = 304000000
Iyy = 8340000Width of Flange = 150 mm
Flange Plate
Width = 250 mmThickness = 10 mm
Web Plate
Depth = 300 mm ###Thickness = 10 mm
Distance Between The Two Columns,c/c ( C ) = 1500 mm
Properites of Single Section
Area = 20220 mm²
Ixx = 6.14E+08
Iyy = 3.49E+07
Properites of Compound Section
Area ( A ) = 40440 mm²
= 1.23E+09
= 2.29E+10
= 8000 mm
= 27000 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 174.19 mm
= 752.01 mm
= 45.93
= 35.90
l =' Max of above Two = 45.93
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 935.80 N/mm²
fy = 240.00 N/mm²
= 173.45 N/mm²
=P / A = 47.08 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 19.26 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 1750 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 1256.32 N/mm²
X = 1264.31 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 1264.31 N/mm²
= 197.11 N/mm²
= M / Z
= ### mm³
= 96.61 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.271442 + 0.450989 = 0.72
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 32.15
= 32.15
S = Spacing of Lacing
= 41.57 mm
S req = 1336.54 mm
S pro ( S ) = 1300 mm
Single Member Local Bucking
= 2635.33 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1300 mm
= 174.19 mm
= 41.57 mm
= 45.93
= 31.27
l =' Max of above Two = 45.93
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 935.80 N/mm²
fy = 240.00 N/mm²
= 173.45 N/mm²
=P / A = 130.33 N/mm² SAFE
Inclination ( Measured from vertical )
= 66.57 SAFE
= 47.6 kN
= 292.6 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 159.45 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 1634.78 mm
Effective Length 0.7 * a = 1144.34 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 1380 mm²
= 17.5 mm
l = 65.39
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 461.63 N/mm²
Fy = 250.00 N/mm²
= 155.01 N/mm²
= 115.54 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 1478 kN
Moment ( M ) = 2067 kN-m
= 203 kN
Properites of SectionMB Section
Area = 9220 mm²Depth = 450 mmThickness of Web = 9.4 mm
Ixx = 304000000
Iyy = 8340000Width of Flange = 150 mm
Flange Plate
Width = 250 mmThickness = 8 mm
Web Plate
Depth = 300 mm ###Thickness = 8 mm
Distance Between The Two Columns,c/c ( C ) = 1500 mm
Properites of Single Section
Area = 18020 mm²
Ixx = 5.50E+08
Iyy = 2.95E+07
Properites of Compound Section
Area ( A ) = 36040 mm²
= 1.10E+09
= 2.04E+10
= 8000 mm
= 27000 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 174.67 mm
= 751.86 mm
= 45.80
= 35.91
l =' Max of above Two = 45.80
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 940.96 N/mm²
fy = 240.00 N/mm²
= 173.58 N/mm²
=P / A = 41.01 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 17.16 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 1750 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 1263.24 N/mm²
X = 1269.60 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 1269.60 N/mm²
= 197.18 N/mm²
= M / Z
= ### mm³
= 88.77 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.236267 + 0.409745 = 0.65
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 32.06
= 32.06
S = Spacing of Lacing
= 40.49 mm
S req = 1298.02 mm
S pro ( S ) = 1250 mm
Single Member Local Bucking
= 2117.00 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1250 mm
= 174.67 mm
= 40.49 mm
= 45.80
= 30.87
l =' Max of above Two = 45.80
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 940.96 N/mm²
fy = 240.00 N/mm²
= 173.58 N/mm²
=P / A = 117.48 N/mm² SAFE
Inclination ( Measured from vertical )
= 67.38 SAFE
= 36.95 kN
= 239.95 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 129.97 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 1625.00 mm
Effective Length 0.7 * a = 1137.50 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 1140 mm²
= 14.5 mm
l = 78.45
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 320.75 N/mm²
Fy = 250.00 N/mm²
= 136.25 N/mm²
= 114.01 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 807 kN
Moment ( M ) = 2016 kN-m
= 265 kN
Properites of SectionMB Section
Area = 15600 mm²Depth = 600 mmThickness of Web = 12 mm
Ixx = 918000000
Iyy = 26500000Width of Flange = 210 mm
Flange Plate
Width = 300 mmThickness = 10 mm
Web Plate
Depth = 410 mm ###Thickness = 8 mm
Distance Between The Two Columns,c/c ( C ) = 750 mm
Properites of Single Section
Area = 28160 mm²
Ixx = 1.57E+09
Iyy = 7.22E+07
Properites of Compound Section
Area ( A ) = 56320 mm²
= 3.14E+09
= 8.15E+09
= 8000 mm
= 12150 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 235.97 mm
= 380.51 mm
= 33.90
= 31.93
l =' Max of above Two = 33.90
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1717.42 N/mm²
fy = 240.00 N/mm²
= 183.27 N/mm²
=P / A = 14.33 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 19.83 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 1050 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 2305.64 N/mm²
X = 2329.15 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 2329.15 N/mm²
= 204.64 N/mm²
= M / Z
= ### mm³
= 129.80 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.078185 + 0.546032 = 0.62
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 23.73
= 23.73
S = Spacing of Lacing
= 50.62 mm
S req = 1201.28 mm
S pro ( S ) = 1200 mm
Single Member Local Bucking
= 3091.50 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1200 mm
= 235.97 mm
= 50.62 mm
= 33.90
= 23.71
l =' Max of above Two = 33.90
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1717.42 N/mm²
fy = 240.00 N/mm²
= 183.27 N/mm²
=P / A = 109.78 N/mm² SAFE
Inclination ( Measured from vertical )
= 51.34 SAFE
= 20.175 kN
= 285.175 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 182.60 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 960.47 mm
Effective Length 0.7 * a = 672.33 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 1140 mm²
= 14.5 mm
l = 46.37
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 918.13 N/mm²
Fy = 250.00 N/mm²
= 179.23 N/mm²
= 160.18 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 756 kN
Moment ( M ) = 1861 kN-m
= 243 kN
Properites of SectionMB Section
Area = 13200 mm²Depth = 550 mmThickness of Web = 11.2 mm
Ixx = 649000000
Iyy = 18300000Width of Flange = 190 mm
Flange Plate
Width = 300 mmThickness = 10 mm
Web Plate
Depth = 350 mm ###Thickness = 10 mm
Distance Between The Two Columns,c/c ( C ) = 750 mm
Properites of Single Section
Area = 26200 mm²
Ixx = 1.19E+09
Iyy = 6.41E+07
Properites of Compound Section
Area ( A ) = 52400 mm²
= 2.38E+09
= 7.59E+09
= 8000 mm
= 12150 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 213.20 mm
= 380.51 mm
= 37.52
= 31.93
l =' Max of above Two = 37.52
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1401.87 N/mm²
fy = 240.00 N/mm²
= 180.74 N/mm²
=P / A = 14.43 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 20.96 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 1050 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 1882.02 N/mm²
X = 1908.24 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 1908.24 N/mm²
= 202.78 N/mm²
= M / Z
= ### mm³
= 128.78 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.079826 + 0.548341 = 0.63
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 26.27
= 26.27
S = Spacing of Lacing
= 49.46 mm
S req = 1299.10 mm
S pro ( S ) = 1250 mm
Single Member Local Bucking
= 2859.33 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1250 mm
= 213.20 mm
= 49.46 mm
= 37.52
= 25.27
l =' Max of above Two = 37.52
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1401.87 N/mm²
fy = 240.00 N/mm²
= 180.74 N/mm²
=P / A = 109.13 N/mm² SAFE
Inclination ( Measured from vertical )
= 50.19 SAFE
= 18.9 kN
= 261.9 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 170.46 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 976.28 mm
Effective Length 0.7 * a = 683.40 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 1140 mm²
= 14.5 mm
l = 47.13
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 888.63 N/mm²
Fy = 250.00 N/mm²
= 178.40 N/mm²
= 149.53 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 701 kN
Moment ( M ) = 1737 kN-m
= 226 kN
Properites of SectionMB Section
Area = 11100 mm²Depth = 500 mmThickness of Web = 10.2 mm
Ixx = 452000000
Iyy = 13700000Width of Flange = 180 mm
Flange Plate
Width = 250 mmThickness = 10 mm
Web Plate
Depth = 330 mm ###Thickness = 10 mm
Distance Between The Two Columns,c/c ( C ) = 750 mm
Properites of Single Section
Area = 22700 mm²
Ixx = 8.37E+08
Iyy = 4.04E+07
Properites of Compound Section
Area ( A ) = 45400 mm²
= 1.67E+09
= 6.52E+09
= 8000 mm
= 12150 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 192.02 mm
= 378.88 mm
= 41.66
= 32.07
l =' Max of above Two = 41.66
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1137.26 N/mm²
fy = 240.00 N/mm²
= 177.39 N/mm²
=P / A = 15.44 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 19.57 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 1000 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 1526.78 N/mm²
X = 1551.94 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 1551.94 N/mm²
= 200.29 N/mm²
= M / Z
= ### mm³
= 133.26 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.087043 + 0.57741 = 0.66
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 29.16
= 29.16
S = Spacing of Lacing
= 42.19 mm
S req = 1230.53 mm
S pro ( S ) = 1200 mm
Single Member Local Bucking
= 2666.50 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1200 mm
= 192.02 mm
= 42.19 mm
= 41.66
= 28.44
l =' Max of above Two = 41.66
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 1137.26 N/mm²
fy = 240.00 N/mm²
= 177.39 N/mm²
=P / A = 117.47 N/mm² SAFE
Inclination ( Measured from vertical )
= 51.34 SAFE
= 17.525 kN
= 243.525 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 155.93 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 960.47 mm
Effective Length 0.7 * a = 672.33 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 1140 mm²
= 14.5 mm
l = 46.37
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 918.13 N/mm²
Fy = 250.00 N/mm²
= 179.23 N/mm²
= 136.78 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 554 kN
Moment ( M ) = 1353 kN-m
= 172 kN
Properites of SectionMB Section
Area = 9220 mm²Depth = 450 mmThickness of Web = 9.4 mm
Ixx = 304000000
Iyy = 8340000Width of Flange = 150 mm
Flange Plate
Width = 250 mmThickness = 10 mm
Web Plate
Depth = 325 mm ###Thickness = 8 mm
Distance Between The Two Columns,c/c ( C ) = 750 mm
Properites of Single Section
Area = 19420 mm²
Ixx = 6.14E+08
Iyy = 3.48E+07
Properites of Compound Section
Area ( A ) = 38840 mm²
= 1.23E+09
= 5.58E+09
= 8000 mm
= 12150 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 177.85 mm
= 379.15 mm
= 44.98
= 32.05
l =' Max of above Two = 44.98
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 975.57 N/mm²
fy = 240.00 N/mm²
= 174.37 N/mm²
=P / A = 14.26 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 17.65 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 1000 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 1309.71 N/mm²
X = 1330.20 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 1330.20 N/mm²
= 197.97 N/mm²
= M / Z
= ### mm³
= 121.16 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.081803 + 0.531993 = 0.61
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 31.49
= 31.49
S = Spacing of Lacing
= 42.32 mm
S req = 1332.43 mm
S pro ( S ) = 1300 mm
Single Member Local Bucking
= 2081.00 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1300 mm
= 177.85 mm
= 42.32 mm
= 44.98
= 30.72
l =' Max of above Two = 44.98
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 975.57 N/mm²
fy = 240.00 N/mm²
= 174.37 N/mm²
=P / A = 107.16 N/mm² SAFE
Inclination ( Measured from vertical )
= 49.09 SAFE
= 13.85 kN
= 185.85 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 122.97 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 992.47 mm
Effective Length 0.7 * a = 694.73 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 744 mm²
= 12.6 mm
l = 55.14
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 649.29 N/mm²
Fy = 250.00 N/mm²
= 168.87 N/mm²
= 165.28 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Design of Column and Lacings For Axial Load and Bending Moment
Axial Load (P) = 441 kN
Moment ( M ) = 1123 kN-m
= 131 kN
Properites of SectionMB Section
Area = 9220 mm²Depth = 450 mmThickness of Web = 9.4 mm
Ixx = 304000000
Iyy = 8340000Width of Flange = 150 mm
Flange Plate
Width = 200 mmThickness = 8 mm
Web Plate
Depth = 160 mm ###Thickness = 8 mm
Distance Between The Two Columns,c/c ( C ) = 750 mm
Properites of Single Section
Area = 14980 mm²
Ixx = 4.77E+08
Iyy = 1.92E+07
Properites of Compound Section
Area ( A ) = 29960 mm²
= 9.55E+08
= 4.27E+09
= 8000 mm
= 12150 mm
Shear Force ( V1 )
mm4
mm4
mm4
mm4
Iaa mm4
Ibb mm4
Length of column about aa - Axis ( La )
Length of column about bb - Axis ( Lb )
Normal Load Case Wind or Seismic load Case
Axial Force
= 178.50 mm
= 377.65 mm
= 44.82
= 32.17
l =' Max of above Two = 44.82
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 982.66 N/mm²
fy = 240.00 N/mm²
= 174.52 N/mm²
=P / A = 14.72 N/mm²
Bending Force
T =Mean Thickness of Compression Flange = 19.45 mm( Area of Single Section / Depth of single Section )
D = Overall Depth of Section = 950 mm
(Refer IS 800 - 1984 cl 6.2.3fcb = k1 ( X + k2 Y ) C2 / C1 pg 56,63 & 64 )
Y = 1319.23 N/mm²
X = 1346.73 N/mm²
K1 = 1K2 = 0C2 / C1 = 1
raa (SQRT ( Iaa / A ) for combined section
rbb (SQRT(Ibb / A ) for combined section
La / raa for combined section
Lb / rbb for combined section
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
sbc = 0.66*(fcb * fy)/(( fcb )1.4 + (fy) 1.4 ) 1/1.4 )
X = Y * sqrt ( 1 + (1/20)*(l * T / D)2 )
Y = 26.5 x 10 5 / (l )²
fcb = 1346.73 N/mm²
= 198.17 N/mm²
= M / Z
= ### mm³
= 124.84 N/mm²
Check for Axial compression and Bending:
Refer IS 800 - 1984, pg 90 & cl 7.1.1
+ <= 1.0
Cmx = 0.85
0.084343 + 0.547895 = 0.63
SAFE
Design Of LacingElement Slenderness
<= 50 or
<= = 31.37
= 31.37
S = Spacing of Lacing
= 35.80 mm
S req = 1123.21 mm
S pro ( S ) = 1100 mm
Single Member Local Bucking
= 1717.83 kN
sbc
(sbc )act
Z ( Ibb * 2 / D )
(sbc )act
(sac )act Cmx(sbc )act
(sac ) (1 - (sac .act / (0.66*fcc))* sbc
le
0.7 * l
le
le = S / rimin
ri min = Min Radius of gyration of Single Member
ri min
Total Vertical Force PTS = P / 2 + M / C
PTS
= 8000 mm
= 1100 mm
= 178.50 mm
= 35.80 mm
= 44.82
= 30.73
l =' Max of above Two = 44.82
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
fcc = 982.66 N/mm²
fy = 240.00 N/mm²
= 174.52 N/mm²
=P / A = 114.68 N/mm² SAFE
Inclination ( Measured from vertical )
= 53.75 SAFE
= 11.025 kN
= 142.025 kN
No. of Lacing Plane ( N ) = 2
Corresponding Force on Lacing
= 88.06 kN
Length of the Lacing ( a ) SQRT ( C²+(S/2)²) = 930.05 mm
Effective Length 0.7 * a = 651.04 mm
Length about xx - Axis ( Lx )
Length about yy - Axis ( Ly )
rxx
ryy
Lx / rxx
Ly / ryy
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac ) act
tan f = distance between col / 0.5*S pro
f lies between 40 to 70
Transverse Shear V2 = 0.025 * P
Total Shear force ( VT = V1 + V2 )
= VT * cosec f / N
Single Lacing Double Lacing
Angle Size
= 744 mm²
= 12.6 mm
l = 51.67
( Refer IS :800-1984,cl 5.1.1 & pg38)
fcc
E = 200000.00 N/mm²
Fcc = 739.36 N/mm²
Fy = 250.00 N/mm²
= 173.17 N/mm²
= 118.36 N/mm²
SAFE
Area of Angle AA
r min (rvv )
0.7 *a / r min
sac = 0.6*fcc*fy / ((fcc)n+(fy)n)1/n
=p 2* E / l
sac
(sac )act = VT / AA
Mass (M) Sectional Dimensions Sectional PropertiesArea, a t R1 Cx = Cy Ix = Iy Iu(Max) Iv(Min)
DesignationKg/m Cm² mm mm Cm Cm4 Cm4 Cm4
20X20X3 0.9 1.12 3 4 0.59 0.4 0.6 0.220X20X4 1.1 1.45 4 4 0.63 0.5 0.8 0.225X25X3 1.1 1.41 3 4.5 0.71 0.8 1.2 0.325X25X4 1.4 1.84 4 4.5 0.75 1 1.6 0.425X25X5 1.8 2.25 5 4.5 0.79 1.2 1.8 0.530X30X3 1.4 1.73 3 5 0.83 1.4 2.2 0.630X30X4 1.8 2.26 4 5 0.87 1.8 2.8 0.730X30X5 2.2 2.77 5 5 0.92 2.1 3.4 0.935X35X3 1.6 2.03 3 5 0.95 2.3 3.6 0.935X35X4 2.1 2.66 4 5 1 2.9 4.7 1.235X35X5 2.6 3.27 5 5 1.04 3.5 5.6 1.535X35X6 3 3.86 6 5 1.08 4.1 6.5 1.740X40X3 1.8 2.34 3 5.5 1.08 3.4 5.5 1.440X40X4 2.4 3.07 4 5.5 1.12 4.5 7.1 1.840X40X5 3 3.78 5 5.5 1.16 5.4 8.6 2.240X40X6 3.5 4.47 6 5.5 1.2 6.3 10 2.645X45X3 2.1 2.64 3 5.5 1.2 5 8 245X45X4 2.7 3.47 4 5.5 1.25 6.5 10.4 2.645X45X5 3.4 4.28 5 5.5 1.29 7.9 12.6 3.245X45X6 4 5.07 6 5.5 1.33 9.2 14.6 3.850X50X3 2.3 2.95 3 6 1.32 6.9 11.1 2.850X50X4 3 3.88 4 6 1.37 9.1 14.5 3.650X50X5 3.8 4.79 5 6 1.41 11 17.6 4.550X50X6 4.5 5.68 6 6 1.45 12.9 20.6 5.355X55X5 4.1 5.27 5 6.5 1.53 14.7 23.5 5.955X55X6 4.9 6.26 6 6.5 1.57 17.3 27.5 755X55X8 6.4 8.18 8 6.5 1.65 22 34.9 9.1
55X55X10 7.9 10 10 6.5 1.72 26.3 41.5 11.260X60X5 4.5 5.75 5 6.5 1.65 19.2 30.6 7.760X60X6 5.4 6.84 6 6.5 1.69 22.6 36 9.160X60X8 7 8.96 8 6.5 1.77 29 46 11.9
60X60X10 8.6 11 10 6.5 1.85 34.8 54.9 14.665X65X5 4.9 6.25 5 6.5 1.77 24.7 39.4 9.965X65X6 5.8 7.44 6 6.5 1.81 29.1 46.5 11.765X65X8 7.7 9.76 8 6.5 1.89 37.4 59.5 15.3
65X65X10 9.4 12 10 6.5 1.97 45 71.3 18.870X70X5 5.3 6.77 5 7 1.89 31.1 49.8 12.570X70X6 6.3 8.06 6 7 1.94 36.8 58.8 14.870X70X8 8.3 10.6 8 7 2.02 47.4 75.5 19.3
70X70X10 10.2 13 10 7 2.1 57.2 90.7 23.775X75X5 5.7 7.27 5 7 2.02 38.7 61.9 15.575X75X6 6.8 8.66 6 7 2.06 45.7 73.1 18.475X75X8 8.9 11.4 8 7 2.14 59 94.1 24
75X75X10 11 14 10 7 2.22 71.4 113 29.480X80X6 7.3 9.29 6 8 2.18 56 89.6 22.580X80X8 9.6 12.2 8 8 2.27 72.5 116 29.4
80X80X10 11.8 15 10 8 2.34 87.7 139 3680X80X12 14 17.8 12 8 2.42 102 161 42.490X90X6 8.2 10.5 6 8.5 2.42 80.1 128 3290X90X8 10.8 13.8 8 8.5 2.51 104 166 42
90X90X10 13.4 17 10 8.5 2.59 127 202 51.690X90X12 15.8 20.2 12 8.5 2.66 148 235 60.9
100X100X6 9.2 11.7 6 8.5 2.67 111 178 44.5100X100X8 12.1 15.4 8 8.5 2.76 145 232 58.4
100X100X10 14.9 19 10 8.5 2.84 177 282 71.8100X100X12 17.7 22.6 12 8.5 2.92 207 329 84.7110X110X8 13.4 17.1 8 10 3 197 313 81
110X110X10 16.6 21.1 10 10 3.09 240 381 98.9110X110X12 19.7 25.1 12 10 3.17 281 446 116110X110X16 25.7 32.8 16 10 3.32 357 560 150130X130X8 15.9 20.3 8 10 3.5 331 526 136
130X130X10 19.7 25.1 10 10 3.59 405 640 166130X130X12 23.5 29.9 12 10 3.67 476 757 196130X130X16 30.7 39.2 16 10 3.82 609 966 250150X150X10 22.9 29.2 10 12 4.08 634 1010 260150X150X12 27.3 34.8 12 12 4.16 746 1190 306150X150X16 35.8 45.6 16 12 4.31 959 1520 395150X150X20 44.1 56.2 20 12 4.46 1160 1830 481200X200X12 36.9 46.9 12 15 5.39 1830 2910 747200X200X16 48.5 61.8 16 15 5.56 2370 3760 968200X200X20 60 76.4 20 15 5.71 2880 4570 1180200X200X25 73.9 94.1 25 15 5.9 3470 5500 1440
rx ru(Max) ru(Min) Zxcm Cm Cm Cm³
0.58 0.73 0.37 0.30.58 0.72 0.37 0.40.73 0.93 0.47 0.40.73 0.91 0.47 0.60.72 0.91 0.47 0.70.89 1.13 0.57 0.60.89 1.12 0.57 0.80.88 1.11 0.57 11.05 1.33 0.67 0.91.05 1.32 0.67 1.21.04 1.31 0.67 1.41.03 1.29 0.67 1.71.21 1.54 0.77 1.21.21 1.53 0.77 1.61.2 1.51 0.77 1.9
1.19 1.5 0.77 2.31.38 1.74 0.87 1.51.37 1.73 0.87 21.36 1.72 0.87 2.51.35 1.7 0.87 2.91.53 1.94 0.97 1.91.53 1.93 0.97 2.51.52 1.92 0.97 3.11.51 1.9 0.96 3.61.67 2.11 1.06 3.71.66 2.1 1.06 4.41.64 2.07 1.06 5.71.62 2.03 1.06 71.82 2.31 1.16 4.41.82 2.29 1.15 5.21.8 2.27 1.15 6.8
1.78 2.23 1.15 8.41.99 2.51 1.26 5.21.98 2.5 1.26 6.21.96 2.47 1.25 8.11.94 2.44 1.25 9.92.15 2.71 1.36 6.12.14 2.7 1.36 7.32.12 2.67 1.35 9.52.1 2.64 1.35 11.7
2.31 2.92 1.46 7.12.3 2.91 1.46 8.4
2.28 2.88 1.45 112.26 2.84 1.45 13.52.46 3.11 1.56 9.62.44 3.08 1.55 12.62.41 3.04 1.55 15.52.39 3.01 1.54 18.32.77 3.5 1.75 12.22.75 3.47 1.75 16
2.73 3.44 1.74 19.82.71 3.41 1.74 23.33.09 3.91 1.95 15.23.07 3.88 1.95 203.05 3.85 1.94 24.73.03 3.82 1.94 29.23.4 4.28 2.18 24.6
3.37 4.25 2.16 30.43.35 4.22 2.15 35.93.3 4.15 2.14 46.5
4.04 5.1 2.59 34.94.02 5.07 2.57 43.13.99 5.03 2.56 513.94 4.97 2.54 66.34.66 5.87 2.98 584.63 5.84 2.97 68.84.58 5.77 2.94 89.74.53 5.71 2.93 1106.24 7.87 3.99 1256.19 7.8 3.96 1646.14 7.73 3.93 2016.07 7.61 3.91 246
Section H B wt/m A Tf Tw R1 R2 H1
mm mm kN/m mm mm mm mm mm
ISMB100 100 50 0.089 1140 7.0 4.7 9.0 4.5 65.0
ISMB125 125 70 0.133 1700 8.0 5.0 9.0 4.5 89.2
ISMB150 150 75 0.150 1910 8.0 5.0 9.0 4.5 113.9
ISMB175 175 85 0.196 2500 9.0 5.8 10.0 5.0 134.5
ISMB200 200 100 0.242 3080 10.0 5.7 11.0 5.5 152.7
ISMB225 225 110 0.312 3970 11.8 6.5 12.0 6.0 173.3
ISMB250 250 125 0.373 4750 12.5 6.9 13.0 6.5 194.1
ISMB300 300 140 0.460 5860 13.1 7.7 14.0 7.0 241.5
ISMB350 350 140 0.524 6670 14.2 8.1 14.0 7.0 288.0
ISMB400 400 140 0.615 7840 16.0 8.9 14.0 7.0 334.4
ISMB450 450 150 0.724 9220 17.4 9.4 15.0 7.5 379.2
ISMB500 500 180 0.871 11100 17.2 10.2 17.0 8.5 424.1
ISMB550 550 190 1.036 13200 19.3 11.2 18.0 9.0 467.5
ISMB600 600 210 1.225 15600 20.3 12.0 20.0 10.0 509.7
Section H B wt/m A Tf Tw R1 R2 Cy
mm mm kN/m mm mm mm mm mm
ISMC 75 75 40 0.0714 910 7.50 4.80 8.5 2.4 13.2
ISMC 10 100 50 0.0958 1220 7.70 5.00 9.0 2.4 15.4
ISMC 12 125 65 0.1311 1670 8.20 5.00 9.5 2.4 19.5
ISMC 15 150 75 0.1672 2130 9.00 5.70 10.0 2.4 22.0
ISMC 17 175 75 0.1955 2490 10.20 6.00 10.5 3.2 21.9
ISMC 20 200 75 0.2237 2850 11.40 6.20 11.0 3.2 22.0
ISMC 22 225 80 0.2614 3330 12.40 6.50 12.0 3.2 23.1
ISMC 25 250 80 0.3062 3900 14.10 7.20 12.0 3.2 23.0
ISMC 30 300 90 0.3635 4630 13.60 7.80 13.0 3.2 23.5
ISMC 35 350 100 0.4270 5440 13.50 8.30 14.0 4.8 24.4
ISMC 40 400 100 0.5008 6380 15.30 8.80 15.0 4.8 24.2
mm2
mm2
H2 G Ixx Iyy Rxx Ryy Zxx Zyy g1
mm mm mm mm mm
17.50 35 1830000 129000 40.1 10.6 36600 5160 55
17.90 35 4450000 385000 51.2 15.0 71200 11000 55
18.05 40 7180000 468000 61.3 15.7 95733 12480 55
20.25 50 12600000 767000 71.0 17.5 144000 18047 55
23.65 55 21200000 1370000 83.0 21.1 212000 27400 60
25.85 60 34400000 2180000 93.1 23.4 305778 39636 60
27.95 65 51300000 3350000 103.9 26.6 410400 53600 65
29.25 80 89900000 4860000 123.9 28.8 599333 69429 65
31.00 80 136000000 5380000 142.8 28.4 777143 76857 65
32.80 80 205000000 6220000 161.7 28.2 1025000 88857 70
35.40 90 304000000 8340000 181.6 30.1 1351111 111200 70
37.95 100 452000000 13700000 201.8 35.1 1808000 152222 75
41.25 100 649000000 18300000 221.7 37.2 2360000 192632 75
45.15 140 918000000 26500000 242.6 41.2 3060000 252381 75
H1 H2 G Ixx Iyy Rxx Ryy Zxx Zyy
mm mm mm mm mm
41.4 16.80 21 785000 129000 #DIV/0! #DIV/0! 20933 4813
64.0 18.00 28 1920000 267000 #DIV/0! #DIV/0! 38400 7717
85.4 19.80 35 4250000 611000 #DIV/0! #DIV/0! 68000 13429
106.7 21.70 40 7880000 1030000 #DIV/0! #DIV/0! 105067 19434
128.4 23.30 40 12400000 1220000 #DIV/0! #DIV/0! 141714 22976
150.2 24.90 40 18300000 1410000 #DIV/0! #DIV/0! 183000 26604
170.9 27.10 45 27100000 1880000 #DIV/0! #DIV/0! 240889 33040
192.5 28.70 45 38800000 2110000 #DIV/0! #DIV/0! 310400 37018
240.7 29.60 50 64200000 3130000 #DIV/0! #DIV/0! 428000 47068
288.1 30.90 60 100000000 4340000 #DIV/0! #DIV/0! 571429 57407
332.8 33.60 60 152000000 5080000 #DIV/0! #DIV/0! 760000 67018
mm4 mm4 mm3 mm3
mm4 mm4 mm3 mm3
X Y S v
1.500 2.325 0.65 4.40 2.60
0.900 7.2500 0.12 1.46 6.54
1.050 8.5 0.12 1.61 6.39
1.250 9.8 0.13 1.89 7.11
2.650 12.575 0.21 3.81 6.19
2.050 13.875 0.15 2.94 8.86
2.450 16.525 0.15 3.41 9.09
2.150 19.075 0.11 2.94 10.16
2.800 18.975 0.15 3.83 10.37
2.800 18.775 0.15 3.84 12.16
3.000 20.15 0.15 4.12 13.28
3.750 25.45 0.15 5.00 12.20
3.950 26.7 0.15 5.28 14.02
4.850 29.5 0.16 6.49 13.81
g1 X Y S vmm
0 0.8 9.1 0.09 1.34 6.16
50 1.3 13.5 0.10 1.94 5.76
55 2.1 20.5 0.10 2.83 5.37
55 2.7 24.65 0.11 3.53 5.47
55 2.6 24 0.11 3.39 6.81
60 2.5 23.4 0.11 3.33 8.07
60 2.7 24.75 0.11 3.66 8.74
65 2.6 24.4 0.11 3.54 10.56
65 3.0 28.1 0.11 4.05 9.55
65 3.4 31.85 0.11 4.38 9.12
70 3.3 30.6 0.11 4.40 10.90
tan q
tan q
Mass (M) Sectional Dimensions Sectional PropertiesDesignation Area, a t R1 Cx = Cy Ix = Iy Iu(Max)
Kg/m Cm² mm mm Cm Cm4 Cm420 x 20 x 3 0.9 1.12 3 4 0.59 0.4 0.620 x 20 x 4 1.1 1.45 4 4 0.63 0.5 0.825 x 25 x 3 1.1 1.41 3 4.5 0.71 0.8 1.225 x 25 x 4 1.4 1.84 4 4.5 0.75 1 1.625 x 25 x 5 1.8 2.25 5 4.5 0.79 1.2 1.830 x 30 x 3 1.4 1.73 3 5 0.83 1.4 2.230 x 30 x 4 1.8 2.26 4 5 0.87 1.8 2.830 x 30 x 5 2.2 2.77 5 5 0.92 2.1 3.435 x 35 x 3 1.6 2.03 3 5 0.95 2.3 3.635 x 35 x 4 2.1 2.66 4 5 1 2.9 4.735 x 35 x 5 2.6 3.27 5 5 1.04 3.5 5.635 x 35 x 6 3 3.86 6 5 1.08 4.1 6.540 x 40 x 3 1.8 2.34 3 5.5 1.08 3.4 5.540 x 40 x 4 2.4 3.07 4 5.5 1.12 4.5 7.140 x 40 x 5 3 3.78 5 5.5 1.16 5.4 8.640 x 40 x 6 3.5 4.47 6 5.5 1.2 6.3 1045 x 45 x 3 2.1 2.64 3 5.5 1.2 5 845 x 45 x 4 2.7 3.47 4 5.5 1.25 6.5 10.445 x 45 x 5 3.4 4.28 5 5.5 1.29 7.9 12.645 x 45 x 6 4 5.07 6 5.5 1.33 9.2 14.650 x 50 x 3 2.3 2.95 3 6 1.32 6.9 11.150 x 50 x 4 3 3.88 4 6 1.37 9.1 14.550 x 50 x 5 3.8 4.79 5 6 1.41 11 17.650 x 50 x 6 4.5 5.68 6 6 1.45 12.9 20.655 x 55 x 5 4.1 5.27 5 6.5 1.53 14.7 23.555 x 55 x 6 4.9 6.26 6 6.5 1.57 17.3 27.555 x 55 x 8 6.4 8.18 8 6.5 1.65 22 34.955 x 55 x### 7.9 10 10 6.5 1.72 26.3 41.560 x 60 x 5 4.5 5.75 5 6.5 1.65 19.2 30.660 x 60 x 6 5.4 6.84 6 6.5 1.69 22.6 3660 x 60 x 8 7 8.96 8 6.5 1.77 29 4660 x 60 x### 8.6 11 10 6.5 1.85 34.8 54.965 x 65 x 5 4.9 6.25 5 6.5 1.77 24.7 39.465 x 65 x 6 5.8 7.44 6 6.5 1.81 29.1 46.565 x 65 x 8 7.7 9.76 8 6.5 1.89 37.4 59.565 x 65 x### 9.4 12 10 6.5 1.97 45 71.370 x 70 x 5 5.3 6.77 5 7 1.89 31.1 49.870 x 70 x 6 6.3 8.06 6 7 1.94 36.8 58.870 x 70 x 8 8.3 10.6 8 7 2.02 47.4 75.570 x 70 x### 10.2 13 10 7 2.1 57.2 90.775 x 75 x 5 5.7 7.27 5 7 2.02 38.7 61.975 x 75 x 6 6.8 8.66 6 7 2.06 45.7 73.175 x 75 x 8 8.9 11.4 8 7 2.14 59 94.175 x 75 x### 11 14 10 7 2.22 71.4 11380 x 80 x 6 7.3 9.29 6 8 2.18 56 89.680 x 80 x 8 9.6 12.2 8 8 2.27 72.5 11680 x 80 x### 11.8 15 10 8 2.34 87.7 13980 x 80 x### 14 17.8 12 8 2.42 102 16190 x 90 x 6 8.2 10.5 6 8.5 2.42 80.1 12890 x 90 x 8 10.8 13.8 8 8.5 2.51 104 16690 x 90 x### 13.4 17 10 8.5 2.59 127 202
90 x 90 x### 15.8 20.2 12 8.5 2.66 148 235100 x ### x 6 9.2 11.7 6 8.5 2.67 111 178100 x ### x 8 12.1 15.4 8 8.5 2.76 145 232100 x ### x### 14.9 19 10 8.5 2.84 177 282100 x ### x### 17.7 22.6 12 8.5 2.92 207 329110 x ### x 8 13.4 17.1 8 10 3 197 313110 x ### x### 16.6 21.1 10 10 3.09 240 381110 x ### x### 19.7 25.1 12 10 3.17 281 446110 x ### x### 25.7 32.8 16 10 3.32 357 560130 x ### x 8 15.9 20.3 8 10 3.5 331 526130 x ### x### 19.7 25.1 10 10 3.59 405 640130 x ### x### 23.5 29.9 12 10 3.67 476 757130 x ### x### 30.7 39.2 16 10 3.82 609 966150 x ### x### 22.9 29.2 10 12 4.08 634 1010150 x ### x### 27.3 34.8 12 12 4.16 746 1190150 x ### x### 35.8 45.6 16 12 4.31 959 1520150 x ### x### 44.1 56.2 20 12 4.46 1160 1830200 x ### x### 36.9 46.9 12 15 5.39 1830 2910200 x ### x### 48.5 61.8 16 15 5.56 2370 3760200 x ### x### 60 76.4 20 15 5.71 2880 4570200 x ### x### 73.9 94.1 25 15 5.9 3470 5500
Iv(Min) rx ru(Max) ru(Min) ZxCm4 cm Cm Cm Cm³0.2 0.58 0.73 0.37 0.3 ISA20x20x30.2 0.58 0.72 0.37 0.4 ISA20x20x40.3 0.73 0.93 0.47 0.4 ISA25x25x30.4 0.73 0.91 0.47 0.6 ISA25x25x40.5 0.72 0.91 0.47 0.7 ISA25x25x50.6 0.89 1.13 0.57 0.6 ISA30x30x30.7 0.89 1.12 0.57 0.8 ISA30x30x40.9 0.88 1.11 0.57 1 ISA30x30x50.9 1.05 1.33 0.67 0.9 ISA35x35x31.2 1.05 1.32 0.67 1.2 ISA35x35x41.5 1.04 1.31 0.67 1.4 ISA35x35x51.7 1.03 1.29 0.67 1.7 ISA35x35x61.4 1.21 1.54 0.77 1.2 ISA40x40x31.8 1.21 1.53 0.77 1.6 ISA40x40x42.2 1.2 1.51 0.77 1.9 ISA40x40x52.6 1.19 1.5 0.77 2.3 ISA40x40x62 1.38 1.74 0.87 1.5 ISA45x45x3
2.6 1.37 1.73 0.87 2 ISA45x45x43.2 1.36 1.72 0.87 2.5 ISA45x45x53.8 1.35 1.7 0.87 2.9 ISA45x45x62.8 1.53 1.94 0.97 1.9 ISA50x50x33.6 1.53 1.93 0.97 2.5 ISA50x50x44.5 1.52 1.92 0.97 3.1 ISA50x50x55.3 1.51 1.9 0.96 3.6 ISA50x50x65.9 1.67 2.11 1.06 3.7 ISA55x55x57 1.66 2.1 1.06 4.4 ISA55x55x6
9.1 1.64 2.07 1.06 5.7 ISA55x55x811.2 1.62 2.03 1.06 7 ISA55x55x107.7 1.82 2.31 1.16 4.4 ISA60x60x59.1 1.82 2.29 1.15 5.2 ISA60x60x6
11.9 1.8 2.27 1.15 6.8 ISA60x60x814.6 1.78 2.23 1.15 8.4 ISA60x60x109.9 1.99 2.51 1.26 5.2 ISA65x65x5
11.7 1.98 2.5 1.26 6.2 ISA65x65x615.3 1.96 2.47 1.25 8.1 ISA65x65x818.8 1.94 2.44 1.25 9.9 ISA65x65x1012.5 2.15 2.71 1.36 6.1 ISA70x70x514.8 2.14 2.7 1.36 7.3 ISA70x70x619.3 2.12 2.67 1.35 9.5 ISA70x70x823.7 2.1 2.64 1.35 11.7 ISA70x70x1015.5 2.31 2.92 1.46 7.1 ISA75x75x518.4 2.3 2.91 1.46 8.4 ISA75x75x624 2.28 2.88 1.45 11 ISA75x75x8
29.4 2.26 2.84 1.45 13.5 ISA75x75x1022.5 2.46 3.11 1.56 9.6 ISA80x80x629.4 2.44 3.08 1.55 12.6 ISA80x80x836 2.41 3.04 1.55 15.5 ISA80x80x10
42.4 2.39 3.01 1.54 18.3 ISA80x80x1232 2.77 3.5 1.75 12.2 ISA90x90x642 2.75 3.47 1.75 16 ISA90x90x8
51.6 2.73 3.44 1.74 19.8 ISA90x90x10
60.9 2.71 3.41 1.74 23.3 ISA90x90x1244.5 3.09 3.91 1.95 15.2 ISA100x100x658.4 3.07 3.88 1.95 20 ISA100x100x871.8 3.05 3.85 1.94 24.7 ISA100x100x1084.7 3.03 3.82 1.94 29.2 ISA100x100x1281 3.4 4.28 2.18 24.6 ISA110x110x8
98.9 3.37 4.25 2.16 30.4 ISA110x110x10116 3.35 4.22 2.15 35.9 ISA110x110x12150 3.3 4.15 2.14 46.5 ISA110x110x16136 4.04 5.1 2.59 34.9 ISA130x130x8166 4.02 5.07 2.57 43.1 ISA130x130x10196 3.99 5.03 2.56 51 ISA130x130x12250 3.94 4.97 2.54 66.3 ISA130x130x16260 4.66 5.87 2.98 58 ISA150x150x10306 4.63 5.84 2.97 68.8 ISA150x150x12395 4.58 5.77 2.94 89.7 ISA150x150x16481 4.53 5.71 2.93 110 ISA150x150x20747 6.24 7.87 3.99 125 ISA200x200x12968 6.19 7.8 3.96 164 ISA200x200x16
1180 6.14 7.73 3.93 201 ISA200x200x201440 6.07 7.61 3.91 246 ISA200x200x25
document.xls/ANGLE KK/ST 04/22/2023
4 ANGLE PROPERTY WITH PLATEy
y1Z Z DIS 1.5
z1
y350 mm
Angle Size ISA100x100x10
Linking cell 55
DIS = 1.5 m ( Including the thickness of the plate)PLATE SIZEMinmum width of the plate = 255
Width = 350 mmThicknss = 12 mm
Angle PropertyArea of Each angle = 1900 mm²Width = 100 mmThickness of leg = 10 mmC.G distance = 28.4 mm
Ix= Iy = 1770000
Iu(max) = 2820000
Iu(min) = 718000rx=ry = 30.5 mmru = 38.5 mmrv = 19.4 mmZx=Zy = 24700 mm³
Combined property
Total Area = 16000 mm²Outer to outer dis ofangle along Z dir = 320 mm(15 mm projection on each side)Depth = 1500 mmWidth = 350 mmThick of flange = 12 mmThick of Web = 10 mmAy = 4000 mm²Az = 4092 mm²
Built up Section C.Gz1 = 175 mmy1 = 750 mm
Moment of Interia
Izz = 8.48E+09
Iyy = 2.24E+08
Ixy = 669866.7Szz = 11311502 mm³Syy = 1282577 mm³Weight = 125.6 kg/m
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TUAS-BLOCK 3 & 4 CB - 70821 R-0 B-27
document.xls 04/22/2023
YSAMPLE CALCULATION FOR BUILTUP PROPERTY
Width of flange (B) = 350 mm= 35 cm Z Z Z
Thickness of flange (TB) = 30 mm= 3 cm
Depth of web = 1140 mm .= 114 cm
Thickness of web (TD) = 18 mm Y= 1.8 cm
(a) Area (A) = (350.00x30.00)x2+1140.00x18.00
= 41520 mm²= 415.2 cm²
(b) Overall depth ( D ) = 1140.00+30.00x2
= 1200 mm= 120 cm
(c) Moment of Inertia, IZ = (1140.00^3x18.00 / 12) +(350.00x30.00)x(600.00-15.00)^2 x 2
= 9409041000
= 940904.1
(d) Moment of Inertia, IY = (350.00^3x30.00) /12 x 2
= 214375000
= 21437.5
(e) Moment of Inertia, IX = 350x30^3/3 x 2 +1140x18^3 / 3
= 46582826.667
= 4658.2826667
(f) Section modulus, SZ = (9409041000.00)/(1200/2)= 15681735 mm³= 15681.735 mm³
(g) Section modulus, SY = (214375000.00)/350.00/2= 1225000 mm³= 1225 cm³= 1225 cm³ (0.5 * ZY)
(h) Section modulus, AY = 1140.00x18.00= 20520 mm²= 205.2 cm²
(i) Section modulus, AZ = 0.66 x (350.00x30.00)x2= 13860 mm²= 138.6 cm²
(j) Plastic modulus, PZ = 350.00x30.00x(600.00-15.00) x 2 + 570.00x18.00x(570.00/2)x 2= 18133200 mm³= 18133.2 cm³
(k) Plastic modulus, PY = ((175.0x30.00)x87.50)*4+(10260.00x4.50)x2= 1929840 mm³= 1929.84 cm³= 1929.84 cm³ (0.5 * PY)
(k) HSS = 1170.0^2 x 30 x 30 x 350^3 x 350^3 / 12 (30.0 x 350^3 + 30.0 x 350^3)= 7.336448E+13
= 73364484.375
(l) DEE = 1170 mm= 117 cm
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BUILT UP PLATES (Model calculation for built - up I Section)400 25
12 1200
25
400
TOP FLANGE PLATEWidth 400 mmThickness 25 mmArea 10000 mm²
BOTTOM FLANGE PLATEWidth 400 mmThickness 25 mmArea 10000 mm²
WEB PLATEDepth 1200 mm 1250Thickness 12 mmArea 14400 mm²
TOTAL AREA 34400 mm² 2.7004
C.G DISTANMCE FROM BOTTOM - y
y 625 mm
MOMENT OF INERTIA
Ixx 9.23E+09 Zxx 1.48E+07 mm³
Iyy 2.67E+08 Zyy 1.33E+06 mm³Depth 1250 mm
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document.xls/ISMB KK / ST 04/22/2023
PLT 150 X 10 THK'
ISMB500 ISMB55011100 14100 13200
500 550180 190
17.2 19.310.2 11.2
4.52E+08 6.47E+08 6.49E+08
13700000 18300000
document.xls\plate_two (2) KK / ST 04/22/2023
TYPICAL COLUMN CROSS SECTION AND PROPERTY CALCULATIONZ
Y Y
SPACING OF COLUMN
ZFLANGE PLATE
WIDTH 175 mmTHICKNESS 20 mm
WEB PLATEDEPTH 350 mmTHICKNESS 20 mm
TYPESPACING OF COLUMN 700 mm B
yPROPERTY OF SINGLE SECTION
AREA 14000 mm² x x
Ixx 3.11E+08
Iyy 17864583
y
COMBINED SECTION
AREA 28000 mm²Depth 875 mmWidth 390 mmThickness of web 20 mmThickness of flange 20 mmAy 14000 mm²Az 9240 mm²
IY 6.22E+08
IZ 3.47E+09
IX 3733333SY 3190085 mm³SZ 7921667 mm³WEIGHT 219.8 kg/m
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document.xls KK / ST 04/22/2023
USING PLATESZ
Y Y
SPACING OF COLUMN
ZFLANGE PLATE
WIDTH 150 mm AreaTHICKNESS 10 mm
WEB PLATEDEPTH 305 mmTHICKNESS 8 mm
SPACING OF COLUMN 1250 mmy
PROPERTY OF SIGLE SECTION
AREA 5440 mm² x x
Ixx 93333833 9.33E+03
Iyy 5625000
y
COMBINED SECTION
AREA 10880 mm²Depth 1400 mmWidth 325 mmThickness of web 10 mmThickness of flange 8 mmAy 6000 mm²Az 3220.8 mm²
IY 1.87E+08
IZ 4.26E+09
IX 304106.7SY 1148724 mm³SZ 6087500 mm³WEIGHT 85.408 kg/m
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document.xls/ISMB (2) KK / ST 04/22/2023
2 ISMB WITH PLATES
Y
Z 1300 mm
ISMB SECTION ISMB350
DEPTH OF BEAM 500 mmTHICKNESS OF WEB 16 mmWIDTH OF FLANGE 180THICKNESS OF FLANGE
FLANGE PLATEWIDTH 120 mmTHICKNESS 20 mm
WEB PLATEWIDTH 250 mmTHICKNESS 10 mm
DISTANCE BETWEEN THE BEAM 1300 mm
PROPERTY OF SINGLE ISMB
AREA 6670 mm²DEPTH 350 mmWIDTH 140 mmTHICKNESS OF FLANGE 14.2 mmTHICKNESS OF WEB 8.1 mm
Izz 1.4E+08
Iyy 5380000
COMBINED PEOPERTY
AREA 32940 mm²Depth 1440 mmWidth 390 mmThickness of web 33.75 mmThickness of flange 27.65 mmAy 17552 mm²Az 5171.1 mm²
Iz 1.4E+10
Iy 6.5E+08
Ix 2271817
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document.xls/ISMB (2) KK / ST 04/22/2023
Sz 1.9E+07 mm³Sy 3346889 mm³weight 258.579 kg/m
