Plastic Ghamela, Plastic Bucket, Plastic Dustbin Wholesale Supplier Samarth Industries
Steel Tables 1 - I.K. International Publishing House Pvt.Ltd. ISLB 400 558.2 7243.04 400 165 12.5...
Transcript of Steel Tables 1 - I.K. International Publishing House Pvt.Ltd. ISLB 400 558.2 7243.04 400 165 12.5...
Steel Tables 1
Z'Z'
Y' Y
Y' Y
D
ZZh
b
tw
tf
r2
r1
(b-tw
)/4
FIGURE 1 I-SECTIONS
Z' Z'
Y' Y
Y' Y
ZZ
g
h2
h1
h2
b1
g1
FIGURE 2 I-SECTIONS
TABLE I (Continued)
Designa-tion
Weightper
metre
SectionalArea
Depthof
section
Width ofFlange
Thicknessof
Flange
Thicknessof
Web
Momentsof
inertia
Radiiof
Gyration
Radiusat
Root
Plastic Moduliof section
Section Classification Designa-tion
w a h b t f tw Izz Iyy rzz ryy r1 h1 h2 Zpzz Zpyy Flange Web in Entiresectionabout
g1(Min)
in N mm2 mm mm mm mm cm4 cm4 mm mm mm mm mm mm3 mm3 Bendingcomp.
Axialcomp.
z-zaxis
y-yaxis
mm
ISLB 300 369.8 4807.79 300 150 9.4 6.7 7332.9 376.2 123.5 28 15.0 245.1 27.45 554301.80 89970.27 Plastic Plastic semicompact
a b 60 ISLB 300
ISLB 325 422.8 5489.84 325 165 9.8 7.0 9847.6 510.8 134.1 30.5 16.0 266.5 29.25 687726.59 111868.67 Plastic Plastic semicompact
a b 65 ISLB 325
ISLB 350 485.6 6301.32 350 165 11.4 7.4 13158.3 631.9 144.5 31.7 16.0 288.3 30.85 851096.20 134593.34 Plastic Plastic semicompact
a b 65 ISLB 350
ISLB 400 558.2 7243.04 400 165 12.5 8.0 19305.3 716.4 163.3 31.5 16.0 336.2 31.90 1099441.34 151395.75 Plastic Plastic slendera b 65 ISLB 400
ISLB 450 640.6 8313.56 450 170 13.4 8.6 22536.1 853.0 182 32 16.0 384 33.0 1401285.36 174684.12 Plastic Plastic slendera b 70 ISLB 450
ISLB 500 735.8 9549.82 500 180 14.1 9.2 38579 1063.9 201 33.4 17.0 430.2 34.90 1772656.90 206665.84 Plastic Plastic slendera b 70 ISLB 500
ISLB 550 846.6 10997.40 550 190 15.0 9.9 53161.6 1335.1 219.9 34.8 18.0 476.1 36.95 2228166.68 246275.13 Plastic Plastic slendera b 70 ISLB 550
ISLB 600 976.1 12668.94 600 210 15.5 10.5 72867.6 1821.9 239.8 37.9 20.0 520.2 36.90 2798528.93 306808.35 Plastic Plastic slendera b 75 ISLB 600
ISMB 100 112.8 1459.75 100 75 7.2 4.0 257.5 40.8 42 16.7 9.0 65 17.50 58649.43 18221.39 Plastic Plastic semicompact
a b 55 ISMB 100
ISMB 125 127.5 1660.47 125 75 7.6 4.4 449 43.7 52 16.2 9.0 89.2 17.90 81845.00 19580.61 Plastic Plastic semicompact
a b 55 ISMB 125
ISMB 150 146.2 1900.39 150 80 7.6 4.8 726.4 52.6 61.8 16.6 9.0 113.9 18.05 110476.42 22319.85 Plastic Plastic semicompact
a b 55 ISMB 150
ISMB 175 189.3 2462.01 175 90 8.6 5.5 1272 85.0 71.9 18.6 10.0 134.5 20.25 166076.07 32094.02 Plastic Plastic semicompact
a b 55 ISMB 175
ISMB 200 249.2 3232.67 200 100 10.8 5.7 2235.4 150.0 83.2 21.5 11.0 152.7 23.65 253855.61 49988.90 Plastic Plastic semicompact
a b 60 ISMB 200
ISMB 225 306.1 3971.50 225 110 11.8 6.5 3441.8 218.3 93.1 23.4 12.0 173.3 25.85 348270.85 66313.60 Plastic Plastic semicompact
a b 60 ISMB 225
(Continued)
3
TABLE I (Continued)
Designa-tion
Weightper
metre
SectionalArea
Depthof
section
Width ofFlange
Thicknessof
Flange
Thicknessof
Web
Momentsof
inertia
Radiiof
Gyration
Radiusat
Root
Plastic Moduliof section
Section Classification Designa-tion
w a h b t f tw Izz Iyy rzz ryy r1 h1 h2 Zpzz Zpyy Flange Web in Entiresectionabout
g1(Min)
in N mm2 mm mm mm mm cm4 cm4 mm mm mm mm mm mm3 mm3 Bendingcomp.
Axialcomp.
z-zaxis
y-yaxis
mm
ISHB 225 423 5493.81 225 225 9.1 6.5 5279.5 1353.8 98 49.6 10.0 180.5 22.20 515629.31 200491.52 SemiComp.
Plastic semicompact
b c 55 ISHB 225
ISHB 225 459 5966.31 225 225 9.1 8.6 5478.8 1396.6 95.8 48.4 10.0 180.5 22.20 542207.43 206508.08 SemiComp.
Plastic semicompact
b c 55 ISHB 225
ISHB 250 500 6495.75 250 250 9.7 6.9 7736.5 1961.3 109.1 54.9 10.0 203.5 23.20 678745.47 262155.26 SemiComp.
Plastic semicompact
b c 60 ISHB 250
ISHB 250 537 6970.75 250 250 9.7 8.8 7983.9 2011.7 107 53.7 10.0 203.5 23.20 708432.97 268551.85 SemiComp.
Plastic semicompact
b c 60 ISHB 250
ISHB 300 577 7484.95 300 250 10.6 7.6 12545.2 2193.6 129.5 54.1 11.0 249.8 25.10 921680.00 291583.52 SemiComp.
Plastic semicompact
b c 60 ISHB 300
ISHB 300 618 8024.95 300 250 10.6 9.4 12950.2 2246.7 127 52.9 11.0 249.8 25.10 962180.00 298562.98 SemiComp.
Plastic semicompact
b c 60 ISHB 300
ISHB 350 661 8591.07 350 250 11.6 8.3 19159.7 2451.4 149.3 53.4 12.0 296 27.00 1213551.49 324438.35 SemiComp.
Plastic semicompact
a b 60 ISHB 350
ISHB 350 710 9221.07 350 250 11.6 10·j 19802.8 2510.5 146.5 52.2 12.0 296 27.00 1268676.49 332453.82 SemiComp.
Plastic semicompact
a b 60 ISHB 350
ISHB 400 759 9865.89 400 250 12.7 9.1 28083.5 2728.3 168.7 52.6 14.0 340.1 29.90 1566357.36 360549.61 Compact Plastic semicompact
a b 65 ISHB 400
ISHB 400 806 10465.89 400 250 12.7 10.6 28823.5 2783.0 166.1 51.6 14.0 340.1 29.90 1626357.36 368174.02 Compact Plastic semicompact
a b 65 ISHB 400
ISHB 450 859 11114.35 450 250 13.7 9.8 39210.8 2985.2 187.8 51.8 15.0 386.2 31.90 1955034.44 394145.02 Plastic Plastic semicompact
a b 65 ISHB 450
ISHB 450 907 11789.35 450 250 13.7 11.3 40349.9 3045.0 185 50.8 15.0 386.2 31.90 2030971.94 402733.91 Plastic Plastic semicompact
al b 65 ISHB 450
Zzz =Izz
h/2, Zyy =
Iyy
b/2
6
Steel Tables 7
Y' Y tf
tw
D
h
Z'Z'
ZZ
r1 r
2
YYpyy
Cyy
eyy
Y'
b
(b-tw
)/2
FIGURE 3 CHANNELS
g1
h2
h2
h1
b1
b
g
FIGURE 4 CHANNELS
lTABLE II ROLLED STEEL CHANNELS
Designa-tion
Weightper
metre
SectionalArea
Depthof
section
Widlthof
Flange
Thick-ness ofFlange
Thick-ness ofWeb
Centreof
Gravity
Moments ofinertia
Distanceof Plastic
N-A
Plastic Moduli ofsection
Radii ofGyration
Radiusat
Root
Connectiondetails
Buckling Class Designa-tion
w a h b t f tw Cyy Izz Iyy ypyy Zpzz Zpyy rzz ryy r1 h1 h2 g g1(Min)
Entire Section
N mm2 mm mm mm mm mm cm4 cm4 mm mm3 mm3 mm mm mm mm mm mm mm Flange Web Aboutz− zaxis
Abouty− yaxis
ISJC 100 57 741.32 100 45 5.1 3.0 14.0 123.8 14.9 6.67 28375.84 8807.79 40.9 14.2 6.0 77 11.5 25 50 Plastic Plastic c c ISJC 100
ISJC 125 77 1007.41 125 50 6.6 3.0 16.4 270.0 25.7 11.22 49082.07 13640.64 51.8 16.0 6.0 98.9 13.1 28 50 Plastic Plastic c c ISJC 125
ISJC 150 97 1265.47 150 55 6.9 3.6 16.6 471.1 37.9 7.30 72047.18 18104.60 61.0 17.3 7.0 121.2 14.4 30 50 Plastic Plastic c c ISJC 150
ISJC 175 110 1424.47 175 60 6.9 3.6 17.5 719.9 50.5 6.79 94223.46 21865.41 71.1 18.8 7.0 146.1 14.5 35 50 Plastic Plastic c c ISJC 175
ISJC 200 136 1776.67 200 70 7.1 4.1 19.7 1161.2 84.2 6.45 133107.66 30864.13 80.8 21.8 8.0 168.5 15.8 40 50 Compact Plastic c c ISJC 200
ISLC 75 56 726.02 75 40 6.0 3.7 13.5 66.1 11.5 7.91 20609.19 7802.10 30.2 12.6 6.0 50.4 12.3 21 – Plastic Plastic c c ISLC 75
ISLC 100 77 1001.72 100 50 6.4 4.0 16.2 164.7 24.8 10.34 38085.13 13288.61 40.6 15.7 6.0 74.3 12.8 28 50 Plastic Plastic c c ISLC 100
ISLC 125 105 1367.18 125 65 6.6 4.4 20.4 356.8 57.2 12.39 65447.21 23410.59 51.1 20.5 7.0 96.6 14.2 35 50 Compact Plastic c c ISLC 125
ISLC 150 141 1836.01 150 75 7.8 4.8 23.8 697.2 103.2 15.12 106172.65 36552.18 61.6 23.7 8.0 117.0 16.5 40 50 Compact Plastic c c ISLC 150
ISLC 175 173 2239.98 175 75 9.5 5.1 24.0 1148.4 126.5 15.22 150361.55 44744.64 71.6 23.8 8.0 138.6 18.2 40 55 Plastic Plastic c c ISLC 175
ISLC 200 202 2622.19 200 75 10.8 5.5 23.5 1725.5 146.9 11.79 198774.13 51864.13 81.1 23.7 8.5 160.0 20.0 40 55 Plastic Plastic c c ISLC 200
ISLC 225 235 3053.06 225 90 10.2 5.8 24.6 2547.9 209.5 10.91 260128.43 63746.28 91.4 26.2 11.0 175.9 24.5 50 60 Plastic Plastic c c ISLC 225
ISLC 250 275 3564.84 250 100 10.7 6.1 27.0 3687.9 2984.0 11.87 338113.80 82129.70 101.7 28.9 11.0 198.6 25.5 60 60 Plastic Plastic c c ISLC 250
ISLC 300 325 4210.71 300 100 11.6 6.7 25.5 6047.9 346.0 8.52 466722.08 92494.64 119.8 28.7 12.0 245.4 27.3 60 60 Plastic Plastic c c ISLC 300
ISLC 350 381 4949.52 350 100 12.5 7.4 24.1 9312.6 394.6 7.07 623304.66 101861.17 137.2 28.2 13.0 291.9 29.1 60 65 Plastic Plastic c c ISLC 350
(Continued)
8
10 Steel Tables
t
Y'Y
U
U
Z
C
Z'
V
eyy
YCyy
ypyy
Y'
Z'
ypzz
ezz
Z
Czz
V
90˚
FIGURE 5 EQUAL ANGLES
TABLE III ROLLED STEEL EQUAL ANGLES
Designa-tion
Thick-ness
SectionalArea
Weightper
metre
Centreof
Gravity
Distanceof
ExtremeFibre
Momentsof Inertia
Radii ofGyration
Moduliof
section
Distanceof
PlasticN-A
PlasticModulus
Radiusat
Root
Productof
inertia
SectionClassification
Designa-tion
t A N Czz = Cyy ezz = eyy Izz = Iyy Iuu Ivv rzz = ryy ruu rvv Zzz = Zyy Y pzz = Y Pyy Zpzz = Zpyy r1 Izy BendingComp.
AxialComp.
mm mm2 mm mm cm4 cm4 cm4 mm mm mm cm3 mm mm3 mm cm4
ISA 5050 5.0 478.86 37.3 14.1 35.9 11.0 17.6 4.5 15.2 19.2 09.7 3.10 4.82 5607.02 6.00 6.50 Compact Semi-comp.
ISA 5050
6.0 567.86 44.1 14.5 35.5 12.9 20.6 5.3 15.1 19.0 09.6 3.60 5.70 6627.04 7.60 Plastic Semi-comp.
ISA 5555 5.0 527.20 40.2 15.3 39.7 14.7 23.5 5.9 16.7 21.1 10.6 3.70 4.84 6773.52 6.50 8.60 Semi-comp.
Semi-comp.
ISA 5555
6.0 626.20 48.1 15.7 39.3 17.3 27.5 7.0 16.6 21.0 10.6 4.40 5.74 8029.84 10.10 Plastic Semi-comp.
8.0 818.20 62.8 16.5 38.5 22.0 34.9 9.1 16.4 20.7 10.6 5.70 7.46 10430.02 12.80 Plastic Semi-comp.
10.0 1002.20 77.5 17.2 37.8 26.3 41.5 11.2 16.2 20.3 10.6 7.00 9.11 12695.32 15.10 Plastic Semi-comp.
ISA 6060 5.0 575.38 44.1 16.5 43.5 19.2 30.6 7.7 18.2 23.1 11.6 4.40 4.86 8080.31 6.50 11.30 Semi-comp.
Semi-comp.
ISA 6060
6.0 684.38 53 16.9 43.1 22.6 36.0 9.1 18.2 22.9 11.5 5.20 5.76 9597.31 13.30 Compact Semi-comp.
8.0 896.38 68.7 17.7 42.3 29.0 46.0 11.9 18.0 22.7 11.5 6.80 7.51 12504.41 16.90 Plastic Semi-comp.
10.0 1100.38 84.4 18.5 41.5 34.8 54.9 14.6 17.8 22.3 11.5 8.40 9.18 15257.92 20.10 Plastic Semi-comp.
ISA 6565 5.0 625.38 48.1 17.7 47.3 24.7 39.4 9.9 199 25.1 12.6 5.20 4.87 9558.57 6.50 14.50 Semi-comp.
Slender ISA 6565
(Continued)
11
TABLE III (Continued)
Designa-tion
Thick-ness
SectionalArea
Weightper
metre
Centreof
Gravity
Distanceof
ExtremeFibre
Momentsof Inertia
Radii ofGyration
Moduliof
section
Distanceof
PlasticN-A
PlasticModulus
Radiusat
Root
Productof
inertia
SectionClassification
Designa-tion
t A N Czz = Cyy ezz = eyy Izz = Iyy Iuu Ivv rzz = ryy ruu rvv Zzz = Zyy Y pzz = Y Pyy Zpzz = Zpyy r1 Izy BendingComp.
AxialComp.
mm mm2 mm mm cm4 cm4 cm4 mm mm mm cm3 mm mm3 mm cm4
ISA 110110 12.0 2502.01 192.30 31.6 78.4 279.6 445.3 113.8 33.4 42.2 21.3 35.7 11.41 64781.66 164.5 Plastic Semi-comp.
15.0 3081.01 237.40 32.7 77.3 337.4 535.4 139.3 33.1 41.7 21.3 43.7 14.02 79269.58 197 Plastic Semi-comp.
ISA 130130 8.0 2022.01 156 35 95 328.3 525.1 131.4 40.3 51.0 25.5 34.50 7.83 62780.66 10.00 194.20 Slender Slender ISA 13013010.0 2506.01 193.30 35.8 94.2 402.7 643.4 162.1 40.1 50.7 25.4 42.7 9.68 77588.42 238.3 Semi-
comp.Slender
12.0 2982.01 229.60 36.6 93.4 473.8 755.9 191.8 39.9 50.3 25.4 50.7 11.51 91989.91 279.9 Semi-comp.
Semi-comp.
15.0 3681.01 283.50 37.8 92.2 574.6 914.2 235 39.5 49.8 25.3 62.3 14.18 112874.63 337.8 Plastic Semi-comp.
ISA 150150 10.0 2903.43 223.7 40.6 109.4 622.4 995.4 249.4 46.3 58.6 29.3 56.90 9.76 103615.53 12.00 368.20 Semi-comp.
Slender ISA 150150
12.0 3459.43 266.80 41.4 108.6 735.4 1174.8 296 46.1 58.3 29.3 67.7 11.60 123187.47 435 Semi-comp.
Semi-comp.
15.0 4278.43 329.60 42.6 107.4 896.8 1429.7 363.8 45.8 57.8 29.2 83.5 14.32 151682.69 529.1 Compact Semi-comp.
18.0 5079.43 391.40 43.8 106.2 1048.9 1668.2 429.5 45.4 57.3 29.1 98.7 16.97 179202.78 616 Plastic Semi-comp.
ISA 200200 12.0 4661.37 359 53.6 146.4 1788.9 2862.0 715.9 62.0 78.4 39.2 122.20 11.75 222510.80 15.00 1058.90 Slender Slender ISA 20020015.0 5780.37 445.40 54.9 145.1 2197.7 3511.8 883.7 61.7 77.9 39.1 151.4 14.53 275254.93 1301.2 Semi-
comp.Slender
18.0 6881.37 529.70 56.1 143.9 2588.7 4130.8 1046.5 61.3 77.5 39 179.9 17.27 326584.31 1530.5 Semi-comp.
Semi-comp.
25.0 9380.37 722.00 58.8 141.2 3436.3 5460.9 1411.6 60.5 76.3 38.8 243.3 23.48 441234.22 2015.7 Plastic Semi-comp.
14
Steel Tables 15
t
Y'
Y
U
U
Z
Z'
V
eyyY
Cyy
ypyy
Y'
Z'
ypzz
ezz
Z
Czz
V
90˚
FIGURE 6 UNEQUAL ANGLES
TABLE IV (Continued)
Designa-tion
Thick-ness
SectionalArea
Weightper
metreCentre ofGravity
Distance ofExtreme
Fibre Moments of Inertia Radii of Gyration
Distanceof Plastic
N-APlastic Moduli of
Sectiontanα
Radiusat Root
Productof
inertia Section ClassificationDesigna-
tion
t A w Czz Cyy ezz eyy Izz Iyy Iuu Ivv rzz ryy ruu rvv ypzz ypyy Zpzz Zpyy r1 Izy BendingComp.
AxialComp.
mm mm2 N mm mm mm mm cm4 cm4 cm4 cm4 mm mm mm mm mm mm mm3 mm3 mm cm4
ISA 7045 10.0 1052.20 81 24.8 12.4 45.2 32.6 49.3 15.6 55.4 9.5 21.6 12.2 22.9 9.5 17.05 7.42 19534.26 9110.82 0.39 15.5 Plastic SemiComp.
ISA 7550 5.0 602.20 46 23.9 11.6 51.1 38.4 34.1 12.2 39.4 69 23.8 14.2 25.6 10.7 14.09 4.01 12208.04 5791.42 0.44 6.50 11.8 SemiComp.
SemiComp.
ISA 7550
6.0 716.20 57 24.4 12 50.6 38.0 40.3 14.3 46.4 8.2 23.7 14.1 25.5 10.7 14.74 4.75 14474.13 6915.43 0.44 13.9 SemiComp.
SemiComp.
8.0 938.20 73 25.2 12.8 49.8 37.2 51.8 18.3 59.4 10.6 23.5 14.0 25.2 10.6 15.93 6.20 18809.28 9111.09 0.43 17.7 Plastic SemiComp.
10.0 1152.20 88 26 13.6 49.0 36.4 62.3 21.8 71.2 12.9 23.3 13.8 24.9 10.6 17.05 7.60 22892.10 11246.34 0.42 20.9 Plastic SemiComp.
ISA 8050 5.0 626.82 47 26 11.2 54 38.8 40.6 12.2 45.7 7.2 25.5 14 27 10.7 16.45 3.91 13689.80 5797.19 0.39 7.00 12.9 Slender SemiComp.
ISA 8050
6.0 745.82 58 26.4 11.6 53.6 38.4 48.0 14.4 53.9 8.5 25.4 13.9 26.9 10.7 17.12 4.64 16247.56 6940.16 0.39 15.2 SemiComp.
SemiComp.
8.0 977.82 76 27.3 12.4 52.7 37.6 61.9 18.5 69.3 11.0 25.2 13.7 26.6 10.6 18.34 6.06 21150.88 9182.46 0.38 19.3 SemiComp.
SemiComp.
10.0 1201.82 92 29.1 13.2 51.9 36.8 74.7 22.1 83.3 13.5 24.9 13.6 26.3 10.6 19.47 7.42 25781.75 11375.37 0.38 22.9 Compact SemiComp.
ISA 9060 6.0 865.34 67 28.7 13.9 61.3 46.1 70.6 25.2 81.5 14.3 28.6 17.1 30.7 12.8 16.99 4.80 21051.90 9980.87 0.44 7.50 24.50 Plastic SemiComp.
ISA 9060
8.0 1137.34 87 29.6 15.5 60.4 45.2 91.5 32.4 105.3 18.6 28.4 16.9 30.4 12.8 18.25 6.28 27516.07 13200.86 0.44 31.50 SemiComp.
SemiComp.
10.0 1401.34 108 30.4 15.5 59.6 44.5 110.9 39.1 127.3 22.8 28.1 16.7 30.1 12.7 19.40 7.72 33667.64 16339.45 0.43 37.80 SemiComp.
SemiComp.
12.0 1657.34 128 31.2 16.3 58.8 43.7 129.1 45.2 147.5 26.8 27.9 16.5 29.8 12.7 20.50 9.11 39518.91 19407.80 0.42 43.30 Plastic SemiComp.
(Continued)
17
TABLE IV (Continued)
Designa-tion
Thick-ness
SectionalArea
Weightper
metreCentre ofGravity
Distance ofExtreme
Fibre Moments of Inertia Radii of Gyration
Distanceof Plastic
N-APlastic Moduli of
Sectiontanα
Radiusat Root
Productof
inertiaSection
ClassificationDesigna-
tion
t A w Czz Cyy ezz eyy Izz Iyy Iuu Ivv rzz ryy ruu rvv ypzz ypyy Zpzz Zpyy r1 Izy BendingComp.
AxialComp.
mm mm2 N mm mm mm mm cm4 cm4 cm4 cm4 mm mm mm mm mm mm mm3 mm3 mm cm4
ISA 15075 10.0 2156.01 166 53.2 16.1 96.8 58.9 499.1 85.3 529.8 54.6 48.1 19.9 49.6 15.9 41.43 7.12 90743.91 27025.88 0.26 116.2 SemiComp.
SemiComp.
12.0 2562.01 197 54.1 16.9 95.9 58.1 587.0 99.5 622.2 64.3 47.9 19.7 49.3 15.8 42.61 8.45 107309.32 32438.06 0.26 135.2 SemiComp.
SemiComp.
ISA 150115 8.0 2057.82 159 44.6 27.3 105.4 87.7 465.7 238.9 581.2 123.3 47.6 34.1 53.1 24.5 19.88 6.88 81429.55 49189.40 0.58 11.00 195.9 Slender Slender ISA 15011510.0 2551.82 196 45.5 28.2 104.5 86.8 573.3 293.4 714.3 152.4 47.4 33.9 52.9 24.4 21.20 8.51 100741.44 61112.54 0.58 241 Semi
Comp.SemiComp.
12.0 3037.82 233 46.4 29.0 103.6 86.0 676.5 345.3 841.4 180.4 47.2 33.7 52.6 24.4 22.42 10.11 119511.92 72787.95 0.58 283.6 SemiComp.
SemiComp.
15.0 3751.82 289 47.6 30.2 102.4 84.8 823.5 418.6 1020.9 221.2 46.9 33.4 52.2 24.3 24.13 12.46 146680.00 89869.23 0.57 342.8 Compact SemiComp.
ISA 200100 10.0 2903.43 224 69.6 20.1 130.4 79.9 1210 209.2 1286.7 132.5 64.6 26.8 66.6 21.4 53.45 7.22 163924.36 47906.60 0.27 12.00 284.8 Slender Slender ISA 20010012.0 3459.43 267 70.5 21.0 129.5 79.0 1431.7 246.2 1521.0 156.8 64.3 26.7 66.3 21.3 54.71 8.58 194706.90 57575.90 0.26 335.3 Slender Semi
Comp.15.0 4278.43 330 71.8 22.2 128.2 77.8 1750.5 298.1 1856.7 191.9 64.0 26.4 65.9 21.2 56.47 10.59 239517.48 72021.90 0.26 405.4 Semi
Comp.SemiComp.
ISA 200150 10.0 3400.38 262 59.9 35.1 140.1 114.9 1377.9 669.6 1696.6 350.8 63.7 44.4 70.6 32.1 28.04 8.53 180946.16 104993.52 0.56 13.50 564.1 Slender Slender ISA 20015012.0 4056.38 312 60.8 36.0 139.2 114 1634.9 793.2 2010.8 417.2 63.5 44.2 70.4 32.1 29.37 10.15 215484.16 125469.55 0.56 669.1 Slender Semi
Comp.15.0 5025.38 387 62.0 37.2 138.0 112.8 2005.6 969.9 2461.9 513.6 63.2 43.9 70.0 32.0 31.20 12.54 265926.72 155588.40 0.55 818.5 Semi
Comp.SemiComp.
18.0 5976.38 460 63.3 38.4 136.7 111.6 2359.4 1136.9 2889.5 606.9 62.8 43.6 69.5 31.9 32.91 14.89 314769.65 185037.49 958.1 SemiComp.
SemiComp.
19
TABLE VI SINGLE JOIST WITH ADDITIONAL PLATES ON BOTH FLANGES TO BE USED AS GIRDERS
Section Classification:t f ≤ 40 mm aboutz-z axis babouty-y axisct f > 40 mm aboutz-z axisc abouty-y axisd
Composed of
Joist Cover Plates Weightper
metre
SectionalArea
MeanThicknessof Flanges
ExtremeFibre
Distance
Gross Momentsof Inertia
LeastRadius ofGyration
Modulus ofSection
Plastic Modulusof Sections
Designation Width Thickness w A ezz Izz Iyy ryy Zzz Zpzz Zpyy Designationmm mm N mm2 mm mm cm4 cm4 mm cm3 mm3 mm3
ISWB 150 160.0 10.0 413.0 5366.53 14.4 85.0 2889.8 777.5 38.1 340.0 382,857.02 159,938.83 ISWB 150
12.0 463.0 6006.53 16.4 87.0 363.1 914.0 39.0 386.6 437,897.02 185,538.83
16.0 561.1 7286.53 20.4 91.0 4377.2 1187.1 40.4 481.0 551,817.02 236,738.83
20.0 660.2 8566.53 24.4 95.0 5484.4 1460.1 41.3 577.3 670,857.02 287,938.83
25.0 782.8 10166.53 29.4 100.0 7005.8 1801.5 42.1 700.6 826,857.02 351,938.83
ISWB 175 200.0 10.0 522.9 6811.29 14.6 97.5 4935.2 1521.9 47.3 506.2 564,189.53 251,272.20 ISWB 175
12.0 585.7 7611.29 16.6 99.5 5711.3 1788.6 48.5 574.0 642,989.53 291,272.20
16.0 709.3 9211.29 20.6 103.2 7360.0 2321.9 50.2 711.1 805,389.53 371,272.20
20.0 832.9 10811.29 24.6 107.5 9141.1 2855.3 41.4 850.3 974,189.53 451,272.20
25.0 986.9 12811.29 29.6 112.5 11561.5 3521.9 52.4 1027.7 1,194,189.53 551,272.20
(Continued)
24
TABLE VI (Continued)
Composed of
Joist Cover Plates Weightper
metre
SectionalArea
MeanThicknessof Flanges
ExtremeFibre
Distance
Gross Momentsof Inertia
LeastRadius ofGyration
Modulus ofSection
Plastic Modulusof Sections
Designation Width Thickness w A ezz Izz Iyy ryy Zzz Zpzz Zpyy Designationmm mm N mm2 mm mm cm4 cm4 mm cm3 mm3 mm3
ISMB 200 160.0 10.0 495.4 6432.67 16.8 110.0 5766.1 832.7 36.0 524.2 589,855.61 177,988.90 ISMB 200
12.0 544.5 7072.67 18.8 112.0 6554.6 969.2 37.0 585.2 660,895.61 203,588.90
16.0 643.5 8352.67 22.8 116.0 8218.3 1242.3 38.6 708.5 806,815.61 254,788.90
20.0 741.6 9632.67 26.8 120.0 10000.7 1515.3 39.7 833.4 957,855.61 305,988.90
25.0 865.2 11232.67 31.8 125.0 12402.1 1856.7 40.4 992.2 1,153,855.61 369,988.90
ISWB 200 200.0 10.0 590.6 7670.87 16.3 110.0 7037.8 1662.1 46.6 639.8 713,984.76 278,702.39 ISWB 200
12.0 652.4 8470.87 18.3 112.0 8023.5 1928.8 47.7 716.4 802,784.76 318,702.39
16.0 776.0 10070.87 22.3 116.0 10103.1 1262.1 49.4 871.0 985,184.76 398,702.39
20.0 898.6 11670.87 26.3 120.0 12331.2 2995.5 50.7 1027.6 1,173,984.76 478,702.39
25.0 1052.6 13670.87 31.3 125.0 15332.8 3662.1 51.8 1226.6 1,418,984.76 578,702.39
ISMB 225 160.0 10.0 552.3 7171.50 18.1 122.5 7862.4 901.0 35.4 641.8 724,270.85 194,313.60 ISMB 225
12.0 601.4 7811.50 20.1 124.5 8838.5 1037.5 36.4 709.6 803,310.85 219,913.60
16.0 700.4 9091.50 24.1 128.5 10887.0 1310.6 38.0 847.2 965,230.85 271,113.60
20.0 798.5 10371.50 28.1 132.5 13067.0 1583.6 39.1 986.2 1,132,270.85 322,313.60
25.0 922.1 11971.50 33.1 137.5 15983.5 1925.0 40.1 1162.4 1,348,270.85 386,313.60
(Continued)
25
TABLE VI (Continued)
Composed of
Joist Cover Plates Weightper
metre
SectionalArea
MeanThicknessof Flanges
ExtremeFibre
Distance
Gross Momentsof Inertia
LeastRadius ofGyration
Modulus ofSection
Plastic Modulusof Sections
Designation Width Thickness w A ezz Izz Iyy ryy Zzz Zpzz Zpyy Designationmm mm N mm2 mm mm cm4 cm4 mm cm3 mm3 mm3
20.0 1130.1 14671.34 29.9 195.0 41037.0 3204.4 46.7 2104.5 2369576.00 529723.39
25.0 1284.1 16671.34 34.9 200.0 48838.6 3871.0 48.2 2441.9 2764576.00 629723.39
32.0 1499.0 19471.34 41.9 207.0 60435.2 4804.4 49.7 2919.6 3334376.00 769723.39
ISWB 350 320.0 10.0 1051.6 13649.90 17.1 185.0 36263.0 6637.2 69.7 1960.2 2147484.03 712466.66 ISWB 350
12.0 1149.7 14929.90 19.1 187.0 40691.4 7729.5 72.0 2176 2385564.03 814866.66
16.0 1346.9 17489.90 23.1 191.0 49836.3 9914.0 75.3 2609.2 2869404.03 1019666.66
20.0 1544.1 20049.90 27.1 195.0 59372.4 12098.6 77.7 3044.7 3363484.03 1224466.66
25.0 1790.3 23249.90 32.1 200.0 71855.0 14829.2 79.9 3592.8 3995484.03 1480466.66
32.0 2135.6 27729.90 39.1 207.0 90409.6 18652.2 82.0 4367.6 4907164.03 1838866.66
ISMB 400 200.0 10.0 912.3 11845.58 21.2 210.0 37271.7 1955.4 40.6 1774.8 1996163.26 349666.89 ISMB 400
12.0 974.1 12645.58 23.2 212.0 40833.4 222.1 41.9 1926.1 2164963.26 389666.89
16.0 1091.9 14245.58 27.2 216.0 48161.0 2755.4 44.0 2229.7 2507363.26 469666.89
20.0 1220.4 15845.58 31.2 220.0 55756.1 3288.8 45.6 2534.8 2856163.26 549666.89
25.0 1374.4 17845.58 36.2 225.0 65666.7 3955.4 47.1 2918.5 3301163.26 649666.89
32.0 1590.2 20645.58 43.2 232.0 80287.3 4888.8 48.7 3460.7 3940963.26 789666.89
(Continued)
28
TABLE VI (Continued)
Composed of
Joist Cover Plates Weightper
metre
SectionalArea
MeanThicknessof Flanges
ExtremeFibre
Distance
Gross Momentsof Inertia
LeastRadius ofGyration
Modulus ofSection
Plastic Modulusof Sections
Designation Width Thickness w A ezz Izz Iyy ryy Zzz Zpzz Zpyy Designationmm mm N mm2 mm mm cm4 cm4 mm cm3 mm3 mm3
16.0 2089.5 27133.94 27.0 291.0 177447.3 20807.3 87.6 6097.8 6688652.60 1780169.11
20.0 2335.8 30333.94 31.0 295.0 204919.4 25073.9 90.9 6946.4 7626252.60 2100169.11
25.0 2643.8 34333.94 36.0 300.0 240322.8 30407.3 94.1 8010.8 8816252.60 2500169.11
32.0 3075.4 39933.94 43.0 307.0 291907.9 37873.9 97.4 9508.4 10515852.60 3060169.11
40.0 3567.9 46333.94 51.0 315.0 353812.8 46407.3 100.6 11232.2 12506252.60 3700169.11
ISMB 600 320.0 10.0 1696.1 22021.24 23.6 310.0 151354.3 8112.3 60.7 4882.4 5462597.89 941318.06 ISMB 600
12.0 1794.2 23301.24 25.6 312.0 163734.7 9204.6 62.9 5247.9 5860677.89 1043718.06
16.0 1991.4 25861.24 29.6 316.0 188975.6 11389.1 66.4 5980.2 6664517.89 1248518.06
20.0 2188.6 28421.24 33.6 320.0 214863.7 13573.7 69.1 6714.5 7478597.89 1453318.06
25.0 2434.8 31621.24 38.6 325.0 248146.3 16304.3 71.8 7635.3 8510597.89 1709318.06
32.0 2780.2 36101.24 45.6 332.0 296492.9 20127.3 74.7 8930.5 9982277.89 2067718.06
40.0 3174.5 41221.24 53.6 340.0 354298.3 24496.3 77.1 10420.5 11702597.89 2477318.06
ISWB 600 400.0 10.0 1927.7 25037.99 23.3 310.0 180625.2 15369.2 78.3 5826.6 6426643.14 1419223.64 ISWB 600
12.0 2051.3 26637.99 25.3 312.0 196100.6 17502.5 81.1 6285.3 6924243.14 1579223.64
16.0 2297.5 29837.99 29.3 316.0 227651.7 21769.2 85.4 7204.2 7929043.14 1899223.64
(Continued)
32
34 Steel Tables
Y'
Z' Z'
Y
Z Z
Cyy
Y' Y
FIGURE 9 I-SECTIONS WITH COVER PLATESON FLANGES AND CHANNEL ONONE FLANGE TO BE USED AS GIRDERS
Y'
Y'
Z' Z'
Y
Z Z
Y
FIGURE 10 I-SECTIONS WITH CHANNEL ON ONEFLANGE AND COVER PLATEON OTHER FLANGE TO BE USED AS GIRDERS
TABLE VII SINGLE JOIST WITH CHANNEL AND PLATES ON THE FLANGES TO BE USED AS GIRDERS
Composed of
MeanThickness
ofFlanges
ExtremeFibre
DistancesGross Moments of
Inertia
Radiusof
Gyration
ElasticModulus
ofSections
PlasticN-A
Plastic Modulus ofSections
Joist Top FlangeBottomFlange
Weightper
Metre
SectionalAreaa
Centre ofGravityCzz Top Bottom ezz eyy Izz Iyy Zzz
Designa-tion
W Channel Plate Plate Wholesection
TopFlangeOnly
ryy Zt Zt ypzz Zpzz Zpyy
Designa-tion
w width Thick-ness
width Thick-ness
N N mm mm mm mm N mm2 mm mm mm mm mm cm4 cm4 cm4 mm cm3 cm3 mm mm3 mm3
ISMB 600 1202.7 ISMC 400 484.6 320 10.0 320 20.0 2427.0 31514.57 291.8 27.5 33.6 346.8 200.0 235892.2 25925.8 19138.6 90.7 8.84.1 6801.9 189.71 8124005.86 2088338.22
12.0 25.0 2599.7 33754.57 304.6 29.1 38.6 341.0 260866.4 27837.3 19684.9 90.8 8564.4 7649.9 231.71 8956165.55 2267538.22
16.0 32.0 2870.4 37274.57 318.4 32.3 45.6 338.2 299883.3 30841.0 20777.3 91.0 9418.8 8866.7 275.71 10185231.89 2549138.22
20.0 40.0 3165.7 41114.57 333.4 35.5 53.6 335.2 343302.5 34177.8 21896.7 91.1 10297.7 10241.0 333.04 11506049.24 2856338.22
ISMC 350 413 250 10.0 320 20.0 2301.4 29886.75 306.2 27.7 33.6 331.9 175.0 222893.7 19422.4 12635.4 80.6 7278.4 6716.5 257.04 7788202.98 1769758.51
12.0 25.0 2463.3 31986.75 320.0 29.2 38.6 325.1 245424.1 21048.2 12896.0 81.1 7670.7 7548.1 304.87 8512394.67 1929008.51
16.0 32.0 2712.5 35226.75 335.3 32.0 45.6 320.8 280290.7 23480.5 13417.0 81.6 8358.6 8738.1 360.54 9570547.81 2170708.51
20.0 40.0 2987.1 38786.75 351.7 34.9 53.6 316.4 318880.7 26185.8 13938.0 82.2 9066.2 10079.2 429.54 10662627.69 2438008.51
ISMC 400 484.6 0 320 10.0 1933.6 25114.57 276.2 19.5 23.6 342.4 200.0 170351.8 20464.5 16407.8 90.3 6167.7 4975.2 179.71 6077072.60 1576338.22
0 12.0 1983.6 25754.57 284.7 25.6 335.9 177711.4 21010.6 16408.0 90.3 6241.4 5291.1 206.38 6350067.95 1627538.22
0 16.0 2081.7 27034.57 300.7 29.6 323.9 191631.5 22102.9 16408.2 90.4 6372.2 5916.9 259.71 6848698.67 1729938.22
(Continued)
35
TABLE VII (Continued)
Composed of
MeanThickness
ofFlanges
ExtremeFibre
DistancesGross Moments of
Inertia
Radiusof
Gyration
ElasticModulus
ofSections
PlasticN-A
Plastic Modulus ofSections
Joist Top FlangeBottomFlange
Weightper
Metre
SectionalAreaa
Centre ofGravityCyy Top Bottom ezz eyy Izz Iyy Zzz
Designa-tion
W Channel Plate Plate Wholesection
TopFlangeOnly
ryy Zt Zt ypzz Zpzz Zpyy
Designa-tion
w width Thick-ness
width Thick-ness
N N mm mm mm mm N mm2 mm mm mm mm mm cm4 cm4 cm4 mm cm3 cm3 mm mm3 mm3
ISWB 600 1311.6 ISMC 350 413 250 16.0 32.0 2822.3 36643.49 334.9 34.7 48.6 321.2 294693.4 25532.0 14442.7 83.5 8799.5 9174.7 363.14 10045455.04 2360614.09
20.0 40.0 3096.0 40203.49 350.9 37.6 56.6 317.2 333342.5 28237.3 14963.7 83.8 9499.9 10508.6 436.78 11129853.34 2627914.09
ISMC 400 484.6 0 320 10.0 2043.4 26531.31 277.9 21.9 26.6 340.7 200.0 184878.1 22516.0 17433.7 92.1 6652.0 5426.9 170.51 6538878.75 1766243.79
0 12.0 2092.5 27171.31 286.0 28.6 334.6 192173.4 23062.1 17433.8 92.1 6719.9 5743.0 199.08 6817156.64 1817443.79
ISMC 350 413 0 320 10.0 1971.8 25603.49 286.8 23.3 26.6 331.3 175.0 178422.6 17441.2 12359.0 82.5 6222.0 5384.9 211.43 6380162.63 1547414.09
0 12.0 2020.9 26243.49 294.9 28.6 325.2 185319.0 17987.3 12359.1 82.8 6284.8 5698.0 240.00 6631931.36 1598614.09
0 16.0 2119.9 27523.49 310.1 32.6 314.0 198388.2 19079.6 12359.3 83.3 6397.9 6317.8 297.14 7084451.68 1701014.09
ISWB 600 1423.4 ISMC 400 484.6 320 10.0 320 20.0 2647.7 34407.37 294.0 31.4 38.4 344.6 200.0 259894.4 28573.1 20462.3 91.2 8839.0 7542.6 187.53 8959770.04 2355007.98
12.0 25.0 2820.4 36647.37 305.8 33.0 43.4 339.8 284747.6 30484.6 21008.5 91.2 9310.2 8381.0 230.20 9793701.47 2534207.98
16.0 32.0 3091.1 40167.37 318.8 36.2 50.4 337.8 323707.2 33488.3 22100.9 91.3 10152.9 9583.7 274.88 11023888.71 2815807.98
20.0 40.0 3386.4 44007.37 333.1 39.4 58.4 335.5 367122.2 36765.1 23193.3 91.4 11022.5 10941.4 333.12 12345188.17 3123007.98
ISMC 350 413 250 10.0 320 20.0 2522.2 32779.55 307.3 32.1 38.4 330.8 175.0 246744.1 22069.7 13959.1 82.1 8030.0 7458.5 256.00 8626587.56 2036428.28
12.0 25.0 2684.0 34879.55 320.0 33.5 43.4 325.1 269237.7 23695.5 14219.6 82.5 8414.6 8280.8 304.61 9351490.44 2195678.28
16.0 32.0 2933.2 38119.55 334.5 36.4 50.4 321.6 304137.8 26127.8 14740.6 82.8 9092.7 9456.6 361.15 10409420.72 2437378.28
20.0 40.0 3207.9 41679.55 350.1 39.2 58.4 318.0 342843.2 28833.1 15261.6 83.2 9792.7 10781.2 431.26 11499677.85 2704678.28
(Continued)
37
TABLE VII (Continued)
Composed of
MeanThickness
ofFlanges
ExtremeFibre
DistancesGross Moments of
Inertia
Radiusof
Gyration
ElasticModulus
ofSections
PlasticN-A
Plastic Modulus ofSections
Joist Top FlangeBottomFlange
Weightper
Metre
SectionalAreaa
Centre ofGravityCyy Top Bottom ezz eyy Izz Iyy Zzz
Designa-tion
W Channel Plate Plate Wholesection
TopFlangeOnly
ryy Zt Zt ypzz Zpzz Zpyy
Designa-tion
w width Thick-ness
width Thick-ness
N N mm mm mm mm N mm2 mm mm mm mm mm cm4 cm4 cm4 mm cm3 cm3 mm mm3 mm3
ISWB 500 933.9 ISMC 350 413.0 250 10.0 320 20.0 2031.7 26387.42 257.4 25.7 31.5 280.7 175.0 143834.0 19759.2 12803.9 86.5 5587.0 5124.9 194.08 5908189.66 1747262.04
12.0 25.0 2193.5 28487.42 270.6 27.2 36.5 274.5 159945.7 21385.0 13064.4 86.6 5911.3 5826.3 251.64 6536282.09 1906512.04
16.0 32.0 2443.7 31727.42 285.2 30.0 43.5 270.9 184963.8 23817.3 13585.3 86.6 6485.6 6827.6 318.27 7429646.08 2148212.04
20.0 40.0 2717.4 35287.42 300.6 32.9 51.5 267.5 212768.9 26522.6 14106.2 86.7 7077.7 7954.5 401.05 8320913.99 2415512.04
ISMC 400 484.6 0 320 10.0 1664.8 21615.24 228.1 17.8 21.5 290.5 200.0 106172.6 20801.3 16576.5 98.1 4654.5 3654.9 102.37 4402873.61 1553841.75
0 12.0 1713.8 22255.24 236.5 23.5 284.1 111454.1 21347.4 16576.5 97.9 4712.8 3922.9 134.69 4659556.47 1605041.75
0 16.0 1811.9 23535.24 252.1 27.5 272.5 121362.3 22439.7 16576.6 97.6 4815.0 4452.9 199.34 5114701.58 1707441.75
ISMC 350 413.0 0 320 10.0 1593.1 20687.42 236.9 21.5 21.5 281.2 175.0 101911.5 15726.5 11501.7 87.2 4301.4 3654.5 148.73 4304850.07 1335012.04
0 12.0 1642.2 21327.42 245.4 18.6 23.5 274.7 106854.4 16272.6 11501.8 87.3 4354.4 3889.8 181.05 4531542.77 1386212.04
0 16.0 1741.3 22607.42 261.1 27.5 27.5 263.0 116100.2 17364.9 11501.9 87.6 4447.3 4413.8 245.70 4926707.57 1488612.04
ISMB 450 710.2 ISMC 300 351.2 0 250 10.0 1254.7 16290.34 209.3 16.3 20.4 258.3 150.0 62983.5 8498.7 6779.4 72.2 3008.6 2438.8 122.83 2968893.99 840146.29
0 12.0 1293.0 16790.34 217.1 22.4 252.5 66244.2 8759.1 6779.5 72.2 3051.8 2623.1 149.42 3135130.88 871396.29
0 16.0 1370.5 17790.34 231.4 26.4 242.2 72359.1 9279.9 6779.6 72.2 3127.4 2987.2 202.62 3430711.05 933896.29
ISMC 250 298.2 0 250 10.0 1200.7 15593.56 217.1 17.5 20.4 250.0 125.0 60394.7 5952.9 4233.7 61.8 2781.6 2416.0 159.39 2887228.58 700099.53
0 12.0 1239.0 16093.56 224.9 22.4 244.2 63446.4 6213.3 4233.8 62.1 2820.9 2598.3 185.99 3034934.19 731349.53
(Continued)
41
TABLE VIII (Continued)
Thicknesst mm 3.0 4.0 5.0 6.0 8.0 10.0 12.0 16.0 18.0 20.0 25.0 32.0 40.0
Thicknesst mm
Widthb mm
Weight in N/m length Widthb mm
110 – – – 51 67.7 84.4 102.0 135.4 152.1 169.7 211.9 270.8 338.4 110
120 – – – 54.9 73.6 92.2 110.9 148.1 166.8 184.4 231.5 295.3 369.8 120
130 – – – – 80.4 100.1 119.7 159.9 180.5 200.1 250.2 320.8 400.2 130
140 – – – – 86.3 107.9 129.5 172.7 194.2 215.8 269.8 345.3 431.6 140
150 – – – – 92.2 115.8 138.3 184.4 208 231.5 288.4 369.8 462.1 150
200 – – – – – 154.0 184.4 246.2 277.6 308 384.6 492.5 616.1 200
250 – – – – – 192.3 231.5 308 52 384.6 481.7 616.1 770.1 250
300 – – – – – – 277.6 36.3 415.9 462.1 587.6 739.7 924.1 300
400 – – – – – – – 492.5 554.3 616.1 770.1 985.9 1232.1 400
10 30 40 50 60 – – – – – – – – – 10
15 45 60 75 90 120 – – – – – – – – 15
20 60 80 100 120 160 200 – – – – – – – 20
25 75 100 125 150 200 250 300 – – – – – – 25
30 90 120 150 180 240 300 360 480 – – – – – 30
35 105 140 175 210 280 350 420 560 630 700 – – – 35
40 120 160 200 240 320 400 480 640 720 800 – – – 40
45 135 180 225 270 360 450 540 720 810 900 – – – 45
(Continued)
44
TABLE X MILD STEEL SHEETS
StandardNominal
Thicknessin mm 0.40 0.50 0.63 0.80 0.90 1.00 1.12 1.25 1.40 16.00 1.80 2.00 2.24 2.50 2.80 3.15 3.55 4.00
StandardNominal
Thicknessin mm
Size mm StandardNominalSurfaceArea in
m2
StandardNominalSurfaceArea in
m2
Size mm× mm× mm Weight in N
1800× 600 1.08 33.4 41.2 52.0 66.7 74.6 83.4 93.2 104.0 116.7 133.4 150.1 166.8 186.4 208.0 232.5 261.9 295.3 332.6 1.08 1800× 600
750 1.35 41.2 52.0 65.7 83.4 93.2 104.0 116.7 11.8 145.2 166.8 187.4 208.0 232.5 260.0 291.4 327.7 368.9 415.9 1.35 750
900 1.62 50.0 62.8 78.5 100.1 111.8 124.6 139.3 156.0 174.6 199.1 224.6 249.2 279.6 312.0 349.2 393.4 442.4 499.3 1.62 900
1000 1.80 55.9 69.7 87.3 110.9 124.6 139.3 155.0 173.6 194.2 221.7 249.2 277.6 311.0 346.3 388.5 436.5 492.5 554.3 1.80 1000
1100 1.98 60.8 76.5 96.1 121.6 137.3 153.0 170.7 190.3 213.9 244.3 274.7 305.1 341.4 381.6 426.7 480.7 541.5 610.2 1.98 1100
1200 2.16 66.7 83.4 105.0 133.4 150.1 166.8 186.4 208.0 232.5 265.9 299.2 332.6 372.8 415.9 466.0 523.9 590.6 665.1 2.16 1200
1250 2.25 69.7 86.3 108.9 138.3 156.0 172.7 194.2 216.8 242.3 277.6 312.0 346.3 388.5 433.6 485.6 545.4 615.1 692.6 2.25 1250
1400 2.52 77.5 97.1 122.6 155.0 174.6 194.2 217.8 242.3 271.7 311.0 349.2 388.5 434.6 485.6 543.5 611.2 688.7 776.0 2.52 1400
1500 2.70 83.4 5.9 131.5 166.8 187.4 208.0 233.5 260.0 291.4 332.6 374.7 415.9 466.0 519.9 581.7 655.3 737.7 831.9 2.70 1500
2000× 600 1.20 37.3 46.1 57.9 73.6 83.4 92.2 104.0 115.8 129.5 148.1 166.8 184.4 207.0 231.5 259.0 291.4 327.7 369.8 1.20 2000× 600
750 1.50 46.1 57.9 72.6 92.2 104.0 115.8 129.5 144.2 161.9 184.4 208.0 231.5 259.0 288.4 323.7 364.0 410.1 462.1 1.50 750
900 1.80 55.9 69.7 87.3 110.9 124.6 138.3 155.0 173.6 194.2 221.7 249.2 277.6 311.0 346.3 388.5 436.5 492.5 554.3 1.80 900
1000 2.00 61.8 76.5 97.1 123.6 138.3 154.0 172.7 192.3 215.8 246.2 277.6 308.0 345.3 384.6 431.6 485.6 546.4 616.1 2.00 1000
1100 2.20 67.7 84.4 106.9 135.4 152.1 169.7 189.3 211.9 237.4 270.8 305.1 338.4 379.6 423.8 474.8 533.7 601.4 677.9 2.20 1100
1200 2.40 73.6 92.2 116.7 148.1 166.8 184.4 207.0 231.5 259.0 295.3 332.6 369.8 414.0 462.1 518.0 581.7 656.3 739.7 2.40 1200
1250 2.50 76.5 96.1 121.6 154.0 173.6 192.3 215.8 240.3 269.8 308.0 346.3 384.6 431.6 481.7 539.6 606.3 683.8 770.1 2.50 1250
1400 2.80 86.3 107.9 135.4 172.7 194.2 215.8 241.3 269.8 302.1 345.3 388.5 431.6 482.7 539.6 603.3 678.9 765.2 862.3 2.80 1400
1500 3.00 92.2 115.8 145.2 184.4 208.0 231.5 259.0 288.4 323.7 369.8 415.9 462.1 518.0 577.8 646.5 727.9 820.1 924.1 3.00 1500
(Continued)
47
TABLE X (Continued)
StandardNominal
Thicknessin mm 0.40 0.50 0.63 0.80 0.90 1.00 1.12 1.25 1.40 16.00 1.80 2.00 2.24 2.50 2.80 3.15 3.55 4.00
StandardNominal
Thicknessin mm
Size mm StandardNominalSurfaceArea in
m2
StandardNominalSurfaceArea in
m2
Size mm×mm× mm Weight in N
2800× 600 1.68 52.0 64.7 81.4 104.0 116.7 129.5 145.2 161.9 181.5 207.0 232.5 259.0 289.4 323.7 362.0 407.1 459.1 518.0 1.68 2800× 600
750 2.10 64.7 80.4 102 129.5 145.2 161.9 181.5 202.1 226.6 259 291.4 323.7 362 404.2 453.2 509.1 573.9 646.5 2.1 750
900 2.52 77.5 97.1 122.6 155 174.6 194.2 217.8 242.3 271.7 311 349.2 388.5 434.6 485.6 543.5 611.2 688.7 776 2.52 900
1000 2.80 86.3 107.9 135.4 172.7 194.2 215.8 241.3 269.8 302.1 345.3 388.5 431.6 482.7 539.6 603.3 678.9 765.2 862.3 2.80 1000
1100 3.08 95.2 118.7 149.1 189.3 213.9 237.4 265.9 296.3 331.6 379.6 426.7 474.8 531.7 592.5 664.1 747.5 841.7 948.6 3.08 1100
1200 3.36 104 129.5 162.8 207 232.5 259 289.4 323.7 362 414 466 518 579.8 646.5 725 815.2 918.2 1035 3.36 1200
1250 3.50 107.9 134.4 169.7 215.8 242.3 269.8 302.1 336.5 377.7 431.6 485.6 539.6 603.3 673.9 754.4 848.6 956.5 1078.1 3.50 1250
1400 3.92 120.7 151.1 190.3 241.3 271.7 302.1 338.4 377.7 422.8 482.7 543.5 603.3 675.9 754.4 845.6 950.6 1071.3 1207.6 3.92 1400
1500 4.20 129.5 161.9 204 259 291.4 323.7 362 404.2 453.2 518 581.7 646.5 725 808.3 905.5 1018.3 1147.8 1293.9 4.20 1500
3200× 600 1.92 58.9 73.6 93.2 118.7 133.4 148.1 165.8 184.4 207.0 236.4 265.9 295.3 331.6 369.8 414.0 466.0 524.8 591.5 1.92 3200× 600
750 2.40 73.6 92.2 116.7 148.1 166.8 184.4 207 231.5 259 295.3 332.6 369.8 414 462.1 518 581.7 656.3 739.7 2.40 750
900 2.88 88.3 110.9 139.3 177.6 199.1 221.7 248.2 277.6 311 355.1 399.3 443.4 496.4 554.3 621 698.5 787.7 886.8 2.88 900
1000 3.20 98.1 123.6 155 197.2 221.7 246.2 275.7 308 345.3 394.4 443.4 492.5 552.3 616.1 689.6 776 875.1 985.9 3.20 1000
1100 3.52 108.9 135.4 170.7 216.8 244.3 270.8 303.1 338.4 379.6 433.6 487.6 542.5 607.2 677.9 759.3 853.5 962.4 1084 3.52 1100
1200 3.84 118.7 148.1 186.4 236.4 265.9 295.3 331.6 369.8 414 472.8 532.7 591.5 662.2 739.7 828 932 1086 1183.1 3.84 1200
1250 4.00 123.6 154 194.2 246.2 277.6 308 345.3 384.6 431.6 492.5 554.3 616.1 689.6 770.1 862.3 970.2 1093.8 1232.1 4.00 1250
1400 4.48 138.3 172.7 217.8 275.7 311 345.3 386.5 431.6 482.7 552.3 621 689.6 773 862.3 966.3 1086.9 1224.3 1380.3 4.48 1400
1500 4.80 148.1 184.4 232.5 295.3 332.6 369.8 414 462.1 518 591.5 665.1 739.7 828 924.1 1035 1164.4 1312.6 1478.4 4.80 1500
(Continued)
49
TABLE X (Continued)
StandardNominal
Thicknessin mm 0.40 0.50 0.63 0.80 0.90 1.00 1.12 1.25 1.40 16.00 1.80 2.00 2.24 2.50 2.80 3.15 3.55 4.00
StandardNominal
Thicknessin mm
Size mm StandardNominalSurfaceArea in
m2
StandardNominalSurfaceArea in
m2
Size mm× mm× mm Weight in N
3600× 600 2.16 66.7 83.4 105.0 133.4 150.1 166.8 186.4 208.0 232.5 265.9 299.2 332.6 372.8 415.9 466.0 523.9 590.6 665.1 2.16 3600× 600
750 2.70 83.4 104 131.5 166.8 187.4 208 232.5 260 291.4 332.6 374.7 415.9 466 519.9 581.7 655.3 737.7 831.9 2.70 750
900 3.24 100.1 124.6 157 199.1 224.6 249.2 279.6 312 349.2 399.3 449.3 499.3 559.2 623.9 698.5 785.8 885.8 997.7 3.24 900
1000 3.60 110.9 138.3 174.6 221.7 249.2 277.6 311 346.3 388.5 443.4 499.3 554.3 621 692.6 776 873.1 983.9 1108.5 3.60 1000
1100 3.96 121.6 152.1 192.3 244.3 274.7 305.1 341.4 381.6 426.7 487.6 549.4 610.2 682.8 762.2 853.5 960.4 1083 1219.4 3.96 1100
1200 4.32 133.4 166.8 209.9 265.9 299.2 332.6 372.8 415.9 466 532.7 598.4 665.1 745.6 831.9 932 1047.7 1181.1 1330.2 4.32 1200
1250 4.50 138.3 173.6 218.8 277.6 312 346.3 388.5 433.6 485.6 554.3 623.9 692.6 776 866.2 970.2 1091.9 1230.2 1386.2 4.50 1250
1400 5.04 155 194.2 244.3 311 349.2 388.5 434.6 485.6 543.5 621 698.5 776 869.2 970.2 1086.9 1222.3 1378.3 1552.9 5.04 1400
1500 4.40 166.8 208 261.9 332.6 374.7 415.9 466 519.9 528.8 665.1 748.5 831.9 932 1039.9 1164.4 1309.6 1476.4 1663.8 4.40 1500
4000× 600 2.40 73.6 92.2 116.7 148.1 166.8 184.4 207.0 231.5 259.0 295.3 332.6 369.8 414.0 462.1 518.0 581.7 656.3 739.7 2.40 4000× 600
750 3.00 92.2 115.8 145.2 184.4 208 231.5 259 288.4 323.7 369.8 415.9 462.1 518 577.8 646.5 727.9 820.1 924.1 3 750
900 3.60 110.9 138.3 174.6 221.7 249.2 277.6 311 346.3 388.5 443.4 499.3 554.3 621 692.6 776 873.1 983.9 1108.5 3.60 900
1000 4.00 123.6 154 194.2 246.2 277.6 308 345.3 384.6 431.6 492.5 554.3 616.1 689.6 770.1 862.3 970.2 1093.8 1232.1 4.00 1000
1100 4.40 135.4 169.7 213.9 270.8 305.1 338.4 379.6 423.8 474.8 542.5 610.2 677.9 759.3 847.6 948.6 1067.3 1202.7 1355.7 4.4 1100
1200 4.80 148.1 184.4 232.5 295.3 332.6 369.8 414 462.1 518 591.5 665.1 739.7 828 924.1 1035 1164.4 1312.6 1478.4 4.80 1200
1250 5.00 154 192.3 242.3 308 346.3 384.6 431.6 481.7 539.6 616.1 692.6 770.1 862.3 962.4 1078.1 1212.5 1366.5 1540.2 5 1250
1400 5.60 172.7 215.8 271.7 345.3 388.5 431.6 482.7 539.6 603.3 689.6 776 862.3 966.3 1078.1 1207.6 1358.7 1531.3 1724.6 5.60 1400
1500 6.00 184.4 231.5 291.4 369.8 415.9 462.1 518 577.8 646.5 739.7 831.9 924.1 1035 1155.6 1293.9 1455.8 1640.2 1848.2 6.00 1500
50
TABLE XIV MINIMUM END, PITCH DISTANCES AND BEARING STRENGTH
Minimum End and Pitch Distances Suggested Bearing Strength (kN)
Diameterd (mm)
Bolt HoleDia. do(mm)
Min.EndDist.e (mm)
Min.Pitch,p (mm)
Suggestedd min. e
Suggestedmin. p
Suggestedkb
SuggestedBearingStrength
(kN)
t= 6 t= 8 t= 10 t= 12 t= 14 t= 16 t= 18 t= 20 t= 22 t= 24
12 13 19.5 30 20 30 0.5128 4.9231 *t 29.538 39.385 49.231 59.077 68.923 78.769 88.615 98.462 108.308 118.154
14 15 22.5 35 25 35 0.5278 5.9111 *t 35.467 47.289 59.111 70.933 82.756 94.578 106.400 118.222 130.044 141.867
16 18 27 40 30 40 0.4907 6.281 *t 37.689 50.252 62.815 75.378 87.941 100.504 113.067 125.613 138.193 150.756
18 20 30 45 30 45 0.5000 7.200 *t 43.200 57.600 72.000 86.400 100.800 115.200 129.600 144.000 158.400 172.800
20 22 33 50 35 50 0.5076 8.121 *t 48.727 64.970 81.212 97.455 113.697 129.941 146.182 162.424 178.667 194.909
22 24 36 55 40 55 0.5139 9.044 *t 54.267 72.356 90.444 108.533 126.622 144.711 162.800 180.889 198.978 217.067
24 26 39 60 40 60 0.5128 9.846 *t 59.077 78.769 98.462 118.154 137.846 157.539 177.231 196.923 216.615 236.308
27 30 45 67.5 45 70 0.5000 10.800 *t 64.800 86.400 108.000 129.600 151.200 172.800 194.400 216.000 237.600 259.200
30 33 49.5 75 50 75 0.5051 12.121 *t 72.727 96.970 121.212 145.455 169.697 193.939 218.182 242.424 266.667 290.909
33 36 54 82.5 55 85 0.5093 13.444 *t 80.667 107.556 134.444 161.333 188.222 215.111 242.000 268.889 295.778 322.667
36 39 58.5 90 60 90 0.5128 14.769 *t 88.615 118.154 147.693 177.231 206.769 236.308 265.846 295.385 324.923 354.462
12 14 21 30 25 35 0.5833 5.600 *t 33.600 44.800 56.000 67.200 78.400 89.600 100.800 112.000 123.200 134.400
14 16 24 35 25 40 0.5208 5.833 *t 35.000 46.667 58.333 70.000 81.667 93.333 105.000 116.667 128.333 140.000
16 18 27 40 30 45 0.5556 7.111 *t 42.667 56.889 71.111 85.333 99.556 113.778 128.000 142.222 156.444 170.667
18 20 30 45 30 50 0.5000 7.200 *t 43.200 57.600 72.000 86.400 100.800 115.200 129.600 144.000 158.400 172.800
20 22 33 50 35 55 0.5303 8.485 *t 50.909 67.879 84.849 101.818 118.788 135.758 152.727 169.697 186.667 203.636
22 24 36 55 40 60 0.5556 9.778 *t 58.667 78.222 97.778 117.333 136.889 156.444 176.000 195.556 215.111 234.667
24 26 39 60 40 65 0.5128 9.846 *t 59.077 78.769 98.462 118.154 137.846 157.539 177.231 196.923 216.615 236.308
27 30 45 67.5 45 70 0.5000 10.800 *t 64.800 86.400 108.000 129.600 151.200 172.800 194.400 216.000 237.600 259.200
30 33 49.5 75 50 80 0.5051 12.121 *t 72.727 96.970 121.212 145.455 169.697 193.939 218.182 242.424 266.667 290.909
33 36 54 82.5 55 85 0.5093 13.444 *t 80.667 107.556 134.444 161.333 188.222 215.111 242.000 268.889 295.778 322.667
36 39 58.5 90 60 95 0.5128 14.769 *t 88.615 118.154 147.692 177.231 206.769 236.308 265.846 295.385 324.923 354.462
53
54 Steel Tables
TABLE XV FILLET WELD STRENGTH
Fillet Weld Strength
Shop Weld (N/mm2) 189.3709
Field Weld (N/mm2) 157.8091
Size,s Throat th.,t Unit Strength (kN/mm)
(mm) (mm) Shop Field
3 2.1 0.3977 0.3314
3.5 2.45 0.464 0.3866
4 2.8 0.5302 0.4419
4.5 3.15 0.5965 0.4971
5 3.5 0.6628 0.5523
5.5 3.85 0.7291 0.6076
6 4.2 0.7954 0.6628
6.5 4.55 0.8616 0.718
7 4.9 0.9279 0.7733
7.5 5.25 0.9942 0.8285
8 5.6 1.0605 0.8837
8.5 5.95 1.1268 0.939
9 6.3 1.193 0.9942
9.5 6.65 1.2593 1.0494
10 7 1.3256 1.1047
10.5 7.35 1.3919 1.1599
11 7.7 1.4582 1.2151
11.5 8.05 1.5244 1.2704
12 8.4 1.5907 1.3256
Steel Tables 57
Purlin depth (approximate design)=L45
Purlin width (approximate design)=L60
W = total distributed load on the purlinincluding wind load
L = distance centre-to-centre of the rafters or the supports of the purlins
Slab base thickness t, of rectangular steel slab for a column,
t =
√
3wσbs
(
a2−b2
4
)
w = pressure or loading on the underside ofthe base, in MPa
a = the greater projection of the plate beyond column, in mm
b = the lesser projection of the plate beyond the column, in mm
σbs = the permissible bending stress in slab bases (185 MPa, for all steels)
Permissible stress in fillet weld= 110 MPa
Throat thickness of fillet weld,t = 0.7×size of weld
(generally, most common)
58 Steel Tables
SOME IMPORTANT FORMULAE FOR LIMIT STATE METHODOF DESIGN
Bolt hole diameters for standard clearances
For 12 to 14 mm diameters diameter of bolt + 1.0 mm
For 16 to 24 mm diameters diameterof bolt + 2.0 mm
For>24 mm diameters diameter of bolt + 3.0 mm
Net areas of bolts in shear
In single shear=0.78πd2
4
In double shear=1.78πd2
4
d = nominal diameter of the bolt, in mm
Shearstrength of bolt
Vdnb =fy
γmb√
3(nnAnb +nsAsb)
Correction for long joint(>15d) βl j =1.075−0.005(lj/d) subjected to
. . .(0.75< βl j < 1.0)
Correction for large grip length(>5d) βlg = 8/(3+ lg/d)
Correction for packing plates(>6 mm th) βpk = (1−0.0125tpk)
Bearing strength of bolt
Vd pb =(2.5 kb dt fu)
γmb
kb shall be the least ofe
3do;
(
p3do
−0.25
)
;fub
fu;1.0
Tensile strength of bolt
Tdb = Tnb/γmb
Tnb = 0.90fub Anb ≤ fyb Asbγmb
γmo
Steel Tables 59
In the above equations,
d = diameter ofbolt, in mm
fy = yield stress of steel
γmo,γmb = partial safety factors for ultimate stress and yield stress
nn = number of threaded shear planes
ns = number of shear planes through shank
Anb,Asb = net area through threads and through shank respectively
l j = length of joint, distance between first to last bolt of the connection
lg = grip length, i.e., sum of thicknesses of all connected plates
tpk = thickness of thicker packing plate, in mm
e = end distance provided in the connection, in mm
p = pitch adopted in the connection, in mm
d0 = diameter of bolt hole, in mm
fub, fu = ultimate tensile stress of bolt and plate respectively
Bolts subjected to combined shear and tension
Condition to be satisfied:
(
Vsb
Vdb
)2
+
(
Tb
Tdb
)2
≤ 1.0
Vsb = factored shear force actingon the bolt
Vdb = design shear capacity of the bolt
Tb = factored tensile force acting on the bolt
Tdb = design tension capacity of the bolt
Design stress in fillet welds
fwd =fu√
3γmw
fu = lesser of ultimate stress of weld or parent metal
γmw = partial safety factor for weld
60 Steel Tables
Tensile strength in yielding
Tdg =Ag fy
γmo
Ag = gross sectional area
fy = yield stress of material
γmo = partial safety factor for yielding
Rupture strength of net cross section of plate
Tdn =An fu
γml
An = net effective cross sectional area
fu = ultimate stress of material
γml = partial safety factor for ultimate stress
Net effective cross sectional area for tension plate
An = bn t
t = thickness of plate
bn = net effectivewidth of plate
bn = b−ndh +∑i
p2si
gi
b = width of plate
n = number of bolt holes inthe cross section
dh = diameter of bolt hole
ps = staggered pitch between two consecutive bolts in the cross section
g = gauge distance between the corresponding two bolts
i = subscript for summation of all inclined legs in the rupture section
Steel Tables 61
Tension strength of single angle connectedby one leg
Tdn = 0.9 Anc fu/γml +βAgo fy/γmo
β = 1.4−0.076(w/t)( fy/ fu)(bs/Lc) ≤ ( fuγmo/ fyγml)
≥ 0.7
Anc = net area of connected leg
Ago = gross area of outstanding leg
fu, fy, γmo, γml = as defined earlier
w = outstanding leg length
t = thickness of the angle (outstanding leg)
bs = shear lag width, i.e., distance along the centre line of the angle
from the most remote point on the outstanding leg to the
nearest point of connection
Lc = length of end connection, i.e., distance from first bolt to the
last bolt of the end connection
Shear block strength of a connected tension member
Tdb =Avg fy√
3γmo+0.9
Atn fu
γml
(or)
Tdb = 0.9Avn fu√
3γml+
Atg fy
γmo
Avg = gross area of shear leg along the direction of force
Avn = net area of shear leg along the direction of force
Atg = gross area of tension leg normal to the direction of force
Atn = net area of tension leg normal to the direction of force
fu, fy, γmo, γml = as defined earlier
62 Steel Tables
Design compressive strength of amember
Pd = Ac fcd
Ac = effective sectional area (usuallythe gross area, bolt holes ifnot provided
with bolts, to be deducted)
fcd = design compressive stress
fcd =
fy
γmo
ϕ +(ϕ2−λ 2)0.5 = χ ( fy/γmo) ≤ ( fy/γmo)
ϕ = 0.5[
1+α (λ −0.2)+λ 2] fy
fcc
λ =
√
fy
fccnon dimensional effective slendernessratio
fcc =π2E
(
KLrmin
)2 Euler’s buckling stress
α = imperfection factor, 0.21, 0.34, 0.49, 0.76 for buckling classa, b,c andd
respectively
E = Modulus of Elasticity, 2×105 N/mm2
KL = effective length of the compression member
rmin = minimum radius of gyration of the cross section
χ =1
ϕ +(ϕ2−λ 2)0.5 stress reduction factor
Note: Tables available forχ and fcd for different yield stresses and slendernessratios in IS 800 - 2007
Classification of sections subjected to axial compression
For rolled steel I sections, based on ratioh/b f and thickness of flanget f
For rolledsteel[T L solid and built-up welded sections - buckling class ‘c’
Steel Tables 63
Minimum thickness for rectangular slab bases forcolumns
ts =
√
2.5w(
a2−0.3b2)
γmo
fy≥ t f
w = uniform pressure from below on theslab base under the factored load
axial compression
a, b = larger and smaller projection, respectively of the slab base beyond the
rectangle subscribing the column
t f = flange thickness of the column
Moment of Resistance of laterally supported beams
A) Moment of Resistance of a section for low shear(v ≤ 0.6vd)
Classification of section, based on(b/t f ) and (d/tw) ratios, as plastic,compact or semi-compact sections
Md = βbZP fy/γmo < 1.2Ze fy/γmo for simply supported beams
< 1.5Ze fy/γmo for cantilever beams beams
βb = 1.0 for plastic and compact sections
= Ze/ZP for semi compact sections
ZP, Ze = plastic and elastic section modulii of the section
fy, γmo = as defined earlier
B) Moment of Resistance of a section for high shear(v > 0.6vd)
For plastic or compact sections
Mdv = Md −β(
Md M f d)
< 1.2 Ze fy/γmo
Md = plastic design moment of whole section without considering
high shearβ = [(2V/Vd)−1]2
V = factored shear acting on the section
Vd = shear strength of the section based on web yielding or
web buckling
64 Steel Tables
M f d = plastic design moment of the sectionexcluding the shear area
with partial safety factorγmo
Ze, fy, γmo as defined earlier
Moment of Resistance of laterally unsupported beams
Md = βbZP fbd
βb = 1.0 for plastic and compact sections
= Ze/ZP for semi compact sections
ZP, Ze = plastic and elastic section modulii of the section
fbd = design bending compressive stress
fbd = χLT fy/γmo
χLT = bending stress reduction factor to account for lateral torsional buckling
χLT =1
ϕLT +(
ϕ2LT −λ 2
LT
)0.5 ≤ 1.0
ϕLT = 0.5[
1+αLT (λLT −0.2)+λ 2LT
]
λLT =
√
βbZp fy1
Mcr≤
√
1.2Ze fyMcr
=√
fy/ fcr,b