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



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


a b 60 ISMB 200


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 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







(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




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.



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.


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


metre

SectionalArea


ExtremeFibre

Distance



Modulus ofSection



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


Composed of


metre

SectionalArea


ExtremeFibre

Distance



Modulus ofSection



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


Composed of


metre

SectionalArea


ExtremeFibre

Distance



Modulus ofSection



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


Inertia

Radiusof

Gyration

ElasticModulus

ofSections

PlasticN-A



Weightper

Metre

SectionalAreaa

Centre ofGravityCyy Top Bottom ezz eyy Izz Iyy Zzz

Designa-tion


TopFlangeOnly


Designa-tion

w width Thick-ness

width Thick-ness


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


Inertia

Radiusof

Gyration

ElasticModulus

ofSections

PlasticN-A



Weightper

Metre

SectionalAreaa

Centre ofGravityCyy Top Bottom ezz eyy Izz Iyy Zzz

Designa-tion


TopFlangeOnly


Designa-tion

w width Thick-ness

width Thick-ness


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


m2


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


m2


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

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