1984

2. DESIGN OF GANTRY GIRDER AS PER IS 800 : 1984 Given Data Crane Capacity Self-weight of the crane girder excluding trolly Self-weight of trolly,hook etc. Minimum hook approach Distance between whele centres Span of crane between the rails Span of gantry girder Yield stress of steel

L1

c Lc

fy

=

250 kN

= = = = = = =

200 50 1 3.5 16 6.5 250

E = Load and bending moment calculations

200000

kN kN m m m m N/mm2 N/mm2

Step-1 (1.1) Load (i) Vertical load

250+50 L1=1 m

Wc=200 Lc = 16 m

Maximum static wheel load due to the weight of the crane

weight of trolly and crane capacity

W1 Wt

Maximum static wheel load due to crane load

W1

Total load due to the weight of the crane and the crane load Add for impact @ 25% Factored Wheel Load (ii) Lateral surge load Lateral load (per wheel)

Factored lateral load

Wc

= = = = =

200/4 50 kN Wt Lc  L1 / 2Lc  250+50 300 kN

= =

300(16-1)/(2 x 16) 140.63 kN

= = = = =

50+140.63 190.63 kN 190.63 x 1.25 238.2875 kN 357.43125 kN

= = = =

10%(hook+crab load)/4 0.1 X (250+50)/4 7.5 kN 11.25 kN

(iii) Longitudinal braking load Horizontal force along rails

= = = =

Factored longitudinal load

5% of wheel load 0.05 x 238.2875 19.063 kN 28.60 kN

(1.2) Maximum bending moment (i) Vertical maximum bending moment (excluding self weight) 1.75 1.75 w w A D C E 3.25 ME

At center M c M

= = = = =

B

3.25 2Wc ( L / 2  c / 4) 2 / L 2 x 357.43125(6.5/2-3.5/4)^2/6.5 620.35 kN.m 580.83 kN.m 620.35 kN.m

Assume, self weight of gantry girder = 1.6 kN/m self weight of rail = 0.3 kN/m Total factored dead load = 2.85 kN/m Bending at centre moment due to D.L. = 15.06 kN.m (ii) Horizontal bending moment M Ey = 2 x 11.25(6.5/2-3.5/4)^2/6.5 = 19.53 kN.m At center M cy = 18.29 kN.m My = 19.53 kN.m (iii) Bending moment due to drag Assume the rail height = 0.15 m Reaction due to drag force = 28.6 X (0.3+0.15)/6.5 = 1.98 kN M E = R( L / 2  c / 4) / L = 4.71 kN.m Total design bending moment M z = 620.35+15.06+4.71 = 640.12 kN.m (1.3) Shear force (i) Vertical shear force 1.75

1.75

A

B C 3.25

3.25 Wc ( 2  c / L)

o.k.

Reaction at A Shear force due to dead load Maximum ultimate shear force

Wc ( 2  c / L) wl / 2 VZ

= = = =

522.4 kN 9.27 kN 522.4+9.27 531.67 kN

= = = =

11.25 (2 - 3.5/6.5) 16.45 kN 1.98 kN 533.65 kN

6.5/12

b

= = = = =

I

=

(ii) shear force due to surge load Vy

Reaction due to drag force Maximum ultimate reaction Step-2 Preliminary selection of the girder Approximate depth and width of section d = L /12 b = L /30 Provide depth and width of section, d

541.67 216.67 600 300

mm mm mm mm

Choose the I, using deflection limit L / 750

Zp

Required

15.6W ( L  c) [2 L2  2 Lc  c 2 ] LE

= 1010100713 = 1. 4 M / f y = 3.58E+06

mm4 mm3

(2.1) Section properties

w AB hb b tf tw I zz I yy R

ISMB 600 = 1.2027 = 15621 = 600 = 210 = 20.8 = 12 = 91813 = 2651 = 20

kN/m mm2 mm mm mm mm cm4 cm4 mm

ISMC 300 = A ch = hc = b = tf = tw = I zz = I yy = Cy = w

0.3512 4564 300 90 13.6 7.6 6362.6 310.8 23.6

(i) Elastic properties of the combined section Total area A = A B + A ch

= 15621+4564 2 = 20185 mm The distance of N.A. of the built-up section from the extreme fibre of tension flange, y = 364.3 mm

kN/m mm2 mm mm mm mm cm4 cm4 mm

Ap

ISMC 300 cyy h2 = 219.7 mm

.N.A dp

h1 = 64.3 mm t

y  364.3

Rolled section As

ISMB 600

h1 h2 Iz zz combinedI yy I y for tension flange about the y-y axis I tf For compression flange about the y-y axis I cf z y (for top flange alone)

= = = = = = = =

y  hB / 2

64.3 mm

( hB  t ch )  y  C y

219.7 mm 2 2 I ZB  AB h1  ( I y ) ch  Ach * h2 4 1.21E+09 mm 3 3.31E+06 mm 4 9.01E+07 mm

=

4 1.61E+07 mm

= =

4 7.97E+07 mm 3 531189.3333 mm

(2.2) Calculation of plastic modulus The plastic N.A. divides the area into two equal areas 2 = 10092.5 mm = 4564/(2*12) d p  Ach / 2t  d p 190.17 mm Depth of equal area axis from bottom flange = (600/2)+190.17 = 490.17 mm Depth of equal area axis from top = (600+7.6) - 490.17 = 117.43 mm Ignoring fillets, the plastic section modulus below the equal area axis 3 3.42E+06 mm Ay = Above the equal area axis 3 9.10E+05 mm Ay = 3 z pz = 4.33E+06 mm For the top flange only 3 z py = 7.21E+05 mm

Step-3

Check for moment capacity

Section Classification ε

=

250 fy

= b / t f of the flange of the I-beam b / t f of the flange of the channel-beam d / t w of the web of the of the I-beam The section is classified as a

= = =

4.76 Plastic 6.06 Plastic 46.54 Plastic Plastic

(3.1) Local moment capacity Md

b b Z p f y /  m0

1.2 Z e f y /  m 0

Design moment Minor axis design moment

1

Mdz

b Z p f y /  m0

1.2 Z e f y /  m 0

Md y

= = = = = = = =

 b Z p f y /  m 0  1.2 Z e f y /  m 0 1.00 983.54 kN.m 902.95 kN.m 902.95 kN.m 163.93 kN.m 144.87 kN.m 144.87 kN.m

(3.2) Combined load capacity check 640.12/902.95 + 19.53/144.87

Step-4

=

Check for buckling resistance Md

b

Non-dimensional slenderness ratio

M cr

=

h L LT tf ry C1 M cr

= = = = = =

 LT

= = = = = =

 b Z p f y / M cr 1.2Ze f y / M cr LTZ

Along the z -direction

= =

 LT Z

 LTZ

0.85 safe

 b Z p f bd 1  2 EI y h f 

2 1  LLT / ry    C1 1   2( LLT ) 2  20  h f / t f    

607.6 6500 28.4 66.83 1.132 2065.11

0.5

mm mm mm mm mm kN.m

 b Z p f y / M cr

 1.2Z e f y / M cr

0.73 0.7 0.7

0.5 [1   LT LT  0.2   LT ] 2

0.80

=

1 [ LTZ  (

2

LTZ

 2 LTZ ) 0.5 ]

1

 LTZ

1

f bd

M dZ

Design strength

833.80

= = = = = >

[ LTZ  (

Step-5

LTZ

 2 LTZ ) 0.5 ]

 b Z p f bd

2 833.80 N/mm 640.12 Required strength safe

f y /  m 0  1.2 Z e f y /  m 0

=

0.91 safe

67ε

= =

46.53 67 safe

Vd

=

0.6Vd

566.86

= = >

q  h2 A q

= VA y / I Z = 219.7 2 = 4564 mm = 442.01 N/mm

Check for shear capacity

Check for Shear Buckling

d / tw  67  d / tw

f y h tw

 m0 3

944.76 kN 566.86 kN 531.67 kN safe

(5.1) Weld design y

This shear is taken by the welds. Strength of weld

=

 fu   3 mw 

   

size of weld

 0 .7 s   

connecting the channel to the top flange of the I-beam. Vd y =

3.35 4 mm

f y Av

 m0 3

Av

 fu  3 mw   2 189 N/mm

= = =

Hence use a minimum weld of

1

0.848 c LT f y /γ m0 2 192.67 N/mm

Thus the beam is satisfactory under vertical loading . Now, it is necessary to check it under biaxial bending. for top flange only M dy = b Z p (4.1) Check for biaxial bending 640.12/833.8 + 19.53/144.87

2

f y Av

 m0 3

Av Vd y

523.40 Step-6 Web buckling Assume dispersion length

Web slenderness ratio

b1 n1

 f cd

Buckling resistance Maximum wheel load

(b 1 +n 1 ) t f cd

= = = = >

(210*20.8 + 300*7.6) 2 6648 mm 872.33 kN 523.4 kN 16.45 kN

= = = = = =

150 mm 600/2 + 2*7.6 315.2 mm 2.5 d / t 108 2 106.80 N/mm

= =

596.21 kN 357.43125 kN safe

Step-7 Web bearing Load dispersion at support with 1:2.5 dispersion Minimum stiff bearing n2

= R x /(tf yw / 1.1)  n2 = (20.8 + 20)*2.5 = 102 mm 533.65 kN Rx = 93.68 mm b1 = Web bearing at support requires a minimum stiff bearing of 93.68 mm Step-8 Check for deflection at working load Serviceability vertical wheel load excluding impact = 190.63 kN Deflection at mid-span  = WL 3 [(3a / 4 L)  (a 3 / L3 )] /(6 EI ) a = ( L  c) / 2 = 1500 (i) Vertical 5.82 mm  = Allowable maximum deflection = 8.67 mm safe (ii) Lateral Only the compound top flange will be assumed to resist the applied lateral load as in the bending check 3.46 mm  = = 8.67 mm safe Step-9

Fatigue strength

The cranes operates Maximum trips of crane in 1 hours at maximum load level Design life of the building Category classification Number of stress cycles

= =

f fn  mft N sc

ff Design fatigue strength Calculation of actual stress range: f min f max f Shear stres at support

 Design fatigue strength in shear

f

= = = = =

= = = = = =

200 days/year 8 hrs/day 3 per hrs 50 years 118 1.15 240000 cycles O.K. f fn 3 5 *10 6 / N sc 2 324.69 N/mm 2 282.34 N/mm

0 193.34 193.34 safe = 79.64 Fatigue assesment is

N/mm2 N/mm2 N/mm2 reruired

6 =  fn 5 5 *10 / N sc 2 216.59 N/mm 2 = 188.34 N/mm safe

M at Centre

section is o.k. o.k. o.k.

ISLB 75 No ch ISLB 100 ISLC 75 ISLB 125 ISLC 100 ISLB 150 ISLC 125 ISLB 175 ISLC 150 ISLB 200 ISLC 175 ISLB 225 ISLC 200 ISLB 250 ISLC 225 ISLB 275 ISLC 250 ISLB 300 ISLC 300 ISLB 325 ISLC 350 ISLB 350 ISLC 400 ISLB 400 ISMC 75 ISLB 450 ISMC 100 ISLB 500 ISMC 125 not safe ISLB 550 ISMC 150 ISLB 600 ISMC 175 ISMB 100ISMC 200 ISMB 125ISMC 225 ISMB 150ISMC 250 ISMB 175ISMC 300 ISMB 200ISMC 350 ISMB 225ISMC 400 ISMB 250 ISMB 300 ISMB 350 ISMB 400 ISMB 450 ISMB 500 ISMB 550 ISMB 600 ISWB 150 ISWB 175 ISWB 200 ISWB 225 ISWB 250 ISWB 300 ISWB 350 ISWB 400 ISWB 450 ISWB 500 ISWB 550 ISWB 600(1) ISWB 600(2) ISHB 150(1)

ISHB 150(2) ISHB 150(3) ISHB 200(1) ISHB 200(2) ISHB 225(1) ISHB 225(2) ISHB 250(1) ISHB 250(2) ISHB 300 (1) ISHB 300(2) ISHB 350(1) ISHB 350(2) ISHB 400(1) ISHB 400(2) ISHB 450(1) ISHB 450(2) M at center M at c/4

580.83 kN.M 620.35 kN.M

1.5539

section is o.k. o.k.

o.k. ISMC 300

ISMB 600

N.A.

t

9.4 84

0.77

cl.8.2.2.1

Table 15

Table 42

10.5 105

15.7 126

L/750 8.67

L/1000 6.5

Table 26 (a) Table 25

dp Rolled section As

Rolled steel Beam Designation Weight per Metre (W)

Sectional Area a

kg 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41

ISLB 75 ISLB 100 ISLB 125 ISLB 150 ISLB 175 ISLB 200 ISLB 225 ISLB 250 ISLB 275 ISLB 300 ISLB 325 ISLB 350 ISLB 400 ISLB 450 ISLB 500 ISLB 550 ISLB 600 ISMB 100 ISMB 125 ISMB 150 ISMB 175 ISMB 200 ISMB 225 ISMB 250 ISMB 300 ISMB 350 ISMB 400 ISMB 450 ISMB 500 ISMB 550 ISMB 600 ISWB 150 ISWB 175 ISWB 200 ISWB 225 ISWB 250 ISWB 300 ISWB 350 ISWB 400 ISWB 450 ISWB 500

6.1 8 11.9 14.2 16.7 19.8 23.5 27.9 33 37.7 43.1 49.5 56.9 65.3 75 86.3 99.5 11.5 13 14.9 19.3 25.4 31.2 37.3 44.2 52.4 61.6 72.4 86.9 103.7 122.6 17 22.1 28.8 33.9 40.9 48.1 56.9 66.7 79.4 95.2

N 59.8 78.5 116.7 139.3 163.8 194.2 230.5 273.7 323.7 369.8 422.8 485.6 558.2 640.6 735.8 846.6 976.1 112.8 127.5 146.2 189.3 249.2 306.1 365.9 433.6 514 604.3 710.2 852.5 1017.3 1202.7 166.8 216.8 282.5 332.6 401.2 471.9 558.2 654.3 778.9 933.9

cm

2

7.71 10.21 15.12 18.08 21.3 25.27 29.92 35.53 42.02 48.08 54.9 63.01 72.43 83.14 95.5 109.97 126.69 14.6 16.6 19 24.62 32.33 39.72 47.55 56.26 66.71 78.46 92.27 110.74 132.11 156.21 21.67 28.11 36.71 43.24 52.05 61.33 72.5 85.01 101.15 121.22

Depth of Section h

Width of Fnge b

Thickness of Fnge tf

mm

mm

mm

75 100 125 150 175 200 225 250 275 300 325 350 400 450 500 550 600 100 125 150 175 200 225 250 300 350 400 450 500 550 600 150 175 200 225 250 300 350 400 450 500

50 50 75 80 90 100 100 125 140 150 165 165 165 170 180 190 210 75 75 80 90 100 110 125 140 140 140 150 180 190 210 100 125 140 150 200 200 200 200 200 250

5 6.4 6.5 6.8 6.9 7.3 8.6 8.2 8.8 9.4 9.8 11.4 12.5 13.4 14.1 15 15.5 7.2 7.6 7.6 8.6 10.8 11.8 12.5 12.4 14.2 16 17.4 17.2 19.3 20.8 7 7.4 9 9.9 9 10 11.4 13 15.4 14.7

42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61

ISWB 550 ISWB 600(1) ISWB 600(2) ISHB 150(1) ISHB 150(2) ISHB 150(3) ISHB 200(1) ISHB 200(2) ISHB 225(1) ISHB 225(2) ISHB 250(1) ISHB 250(2) ISHB 300 (1) ISHB 300(2) ISHB 350(1) ISHB 350(2) ISHB 400(1) ISHB 400(2) ISHB 450(1) ISHB 450(2)

112.5 133.7 145.1 27.1 30.6 34.6 37.3 40 43.1 46.8 51 54.7 58.8 63 67.4 72.4 77.4 82.2 87.2 92.5

1103.6 1311.6 1423.4 265.9 300.2 339.4 365.9 392.4 422.8 459.1 500.3 536.6 576.8 618 661.2 710.2 759.3 806.4 855.4 907.4

143.34 170.38 184.86 34.48 38.98 44.08 47.54 50.94 54.94 59.66 64.96 69.71 74.85 80.25 85.91 92.21 98.66 104.66 111.14 117.89

550 600 600 150 150 150 200 200 225 225 250 250 300 300 350 350 400 400 450 450

250 250 250 150 150 150 200 200 225 225 250 250 250 250 250 250 250 250 250 250

17.6 21.3 23.6 9 9 9 9 9 9.1 9.1 9.7 9.7 10.6 10.6 11.6 11.6 12.7 12.7 13.7 13.7

1 ISMB 600

2 122.6

3 1202.7

4 156.21

5 600

6 210

7 20.8

ISJB 150

#N/A

#N/A

#N/A

#N/A

#N/A

#N/A

DesignationWeight per Metre (W)

ISJC 100 ISJC 125 ISJC 150 ISJC 175 ISJC 200 ISLC 75 ISLC 100 ISLC 125 ISLC 150 ISLC 175 ISLC 200 ISLC 225 ISLC 250 ISLC 300 ISLC 350 ISLC 400

kg

N

5.8 7.9 9.9 11.2 13.9 5.7 7.9 10.7 14.4 17.6 20.6 24 28 33.1 38.8 45.7

56.9 77.5 97.1 109.9 136.4 55.9 77.5 105 141.3 172.7 202.1 235.4 274.7 324.7 380.6 448.3

Sectional Depth Area of Section a h cm2 mm 7.41 10.07 12.65 14.24 17.77 7.26 10.02 13.67 18.36 22.4 26.22 30.53 35.65 42.11 49.47 58.25

100 125 150 175 200 75 100 125 150 175 200 225 250 300 350 400

Width of Fnge b mm 45 50 55 60 70 40 50 65 75 75 75 90 100 100 100 100

Thickness of Fnge tf mm 5.1 6.6 6.9 6.9 7.1 6 6.4 6.6 7.8 9.5 10.8 10.2 10.7 11.6 12.5 14

ISMC 75 ISMC 100 ISMC 125 ISMC 150 ISMC 175 ISMC 200 ISMC 225 ISMC 250 ISMC 300 ISMC 350 ISMC 400 No ch 1 ISMC 300

18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44

ISMB 100 ISMB 125 ISMB 150 ISMB 175 ISMB 200 ISMB 225 ISMB 250 ISMB 300 ISMB 350 ISMB 400 ISMB 450 ISMB 500 ISMB 550 ISMB 600 ISWB 150 ISWB 175 ISWB 200 ISWB 225 ISWB 250 ISWB 300 ISWB 350 ISWB 400 ISWB 450 ISWB 500 ISWB 550 ISWB 600(1) ISWB 600(2)

6.8 9.2 12.7 16.4 19.1 22.1 25.9 30.4 35.8 42.1 49.4 0 2 3 35.8

66.7 90.3 124.6 160.9 187.4 216.8 254.1 298.2 351.2 413 484.6 0 351.2

8.67 11.7 16.19 20.88 24.38 28.21 33.01 38.67 45.64 53.66 62.93 0 4 5 45.64

35.8

351.2

11.5 13 14.9 19.3 25.4 31.2 37.3 44.2 52.4 61.6 72.4 86.9 103.7 122.6 17 22.1 28.8 33.9 40.9 48.1 56.9 66.7 79.4 95.2 112.5 133.7 145.1

112.8 127.5 146.2 189.3 249.2 306.1 365.9 433.6 514 604.3 710.2 852.5 1017.3 1202.7 166.8 216.8 282.5 332.6 401.2 471.9 558.2 654.3 778.9 933.9 1103.6 1311.6 1423.4

75 100 125 150 175 200 225 250 300 350 400 0

40 50 65 75 75 75 80 80 90 100 100 0 6

7.3 7.5 8.1 9 10.2 11.4 12.4 14.1 13.6 13.5 15.3 0 7

300

90

13.6

45.64

300

90

13.6

14.6 16.6 19 24.62 32.33 39.72 47.55 56.26 66.71 78.46 92.27 110.74 132.11 156.21 21.67 28.11 36.71 43.24 52.05 61.33 72.5 85.01 101.15 121.22 143.34 170.38 184.86

100 125 150 175 200 225 250 300 350 400 450 500 550 600 150 175 200 225 250 300 350 400 450 500 550 600 600

75 75 80 90 100 110 125 140 140 140 150 180 190 210 100 125 140 150 200 200 200 200 200 250 250 250 250

7.2 7.6 7.6 8.6 10.8 11.8 12.5 12.4 14.2 16 17.4 17.2 19.3 20.8 7 7.4 9 9.9 9 10 11.4 13 15.4 14.7 17.6 21.3 23.6

eel Beam Thickness of Web tw mm 3.7 4 4.4 4.8 5.1 5.4 5.8 6.1 6.4 6.7 7 7.4 8 8.6 9.2 9.9 10.5 4 4.4 4.8 5.5 5.7 6.5 6.9 7.5 8.1 8.9 9.4 10.2 11.2 12 5.4 5.8 6.1 6.4 6.7 7.4 8 8.6 9.2 9.9

Moments of inertia

Ixx cm

Iyy 4

72.7 168 406.8 6.88 1096.2 1696.6 2501.9 3717.8 5375.3 7332.9 9874.6 13158.3 19306.3 27536.1 38579 53161.6 72867.6 257.5 449 726.4 1272 2235.4 3441.8 5131.6 8603.6 13630.3 20458.4 30390.8 45218.3 64893.6 91813 839.1 1509.4 2624.5 3920.5 5943.1 9821.6 15521.7 23426.7 35057.6 52290.9

cm

4

10 12.7 43.4 55.2 79.6 115.4 112.7 193.4 287 376.2 510.8 631.9 716.4 853 1063.9 1335.1 1821.9 40.8 43.7 52.6 85 150 218.3 334.5 453.9 537.7 622.1 834 1369.8 1833.8 2651 94.8 188.6 328.8 448.6 857.5 990.1 1175.9 1388 1706.7 2987.8

Radii of Gyration

Moduli of Section

rxx

ryy

Zp

Zxx

Zyy

Radius at Root r1

cm

cm

cm3

cm3

cm3

mm

3.07 4.06 5.19 6.17 7.17 8.19 9.15 10.23 11.31 12.35 13.41 14.45 16.33 18.2 20.1 21.99 23.98 4.2 5.2 6.18 7.19 8.32 9.31 10.39 12.37 14.29 16.15 18.15 20.21 22.16 24.24 6.22 7.33 8.46 9.52 10.69 12.66 14.63 16.6 18.63 20.77

1.14 1.12 1.69 1.75 1.93 2.13 1.94 2.33 2.61 2.8 3.05 3.17 3.15 3.2 3.34 3.48 3.79 1.67 1.62 1.66 1.86 2.15 2.34 2.65 2.84 2.84 2.82 3.01 3.52 3.73 4.12 2.09 2.59 2.99 3.22 4.06 4.02 4.03 4.04 4.11 4.96

22.4 38.9 73.9 104.5 143.3 184.3 254.7 338.7 443.6 554.3 687.8 851.7 1099.5 1401.4 1773.7 2228.2 2798.6 58.65 81.85 110.48 166.08 253.86 348.27 465.71 651.74 889.57 1176.18 1533.36 2074.67 2711.98 3510.63 126.9 194.2 293.8 389.9 527.6 731.2 995.5 1290.2 1760.6 2351.4

19.4 33.6 65.1 91.8 125.3 169.7 222.4 297.4 392.4 488.9 607.7 751.9 965.3 1223.8 1543.2 1933.2 2428.9 51.5 71.8 96.9 145.4 223.5 305.9 410.5 573.6 778.9 1020 1350.7 1808.7 2359.8 3060.4 111.9 172.5 262.5 348.5 475.4 654.8 887 1171.3 1558.1 2091.6

4 5.1 11.6 13.8 17.7 23.1 22.5 30.9 41 50.2 61.9 76.6 86.8 100.4 118.2 140.5 173.5 10.9 11.7 13.1 18.9 30 39.7 53.5 64.8 76.8 88.9 111.2 152.2 193 252.5 19 30.2 47 59.8 85.7 99 117.6 138.8 170.7 239

6.5 7 8 9.5 9.5 9.5 12 13 14 15 16 16 16 16 17 18 20 9 9 9 10 11 12 13 14 14 14 15 17 18 20 8 8 9 9 10 11 12 13 14 15

10.5 74906.1 11.2 106198.5 11.8 115626.6 5.4 1455.6 8.4 1540 11.8 1635.6 6.1 3608.4 7.8 3721.8 6.5 5279.5 8.6 5478.8 6.9 7736.5 8.8 7983.9 7.6 12545.2 9.4 12950.2 8.3 19159.7 10.1 19802.8 9.1 28083.5 10.6 28823.5 9.8 39210.8 11.3 40349.9

3740.6 4702.5 5298.3 431.7 460.3 494.9 967.1 994.6 1353.8 1396.6 1961.3 2011.7 2193.6 2246.7 2451.4 2510.5 2728.3 2783 2985.2 3045

22.86 24.97 25.01 6.5 6.29 6.09 8.71 8.55 9.8 9.58 10.91 10.7 12.95 12.7 14.93 14.65 16.87 16.61 18.78 18.5

5.11 5.25 5.35 3.54 3.44 3.35 4.51 4.42 4.96 4.84 5.49 5.37 5.41 5.29 5.34 5.22 5.26 5.16 5.18 5.08

3066.3 3986.7 4341.6 215.6 232.5 251.6 397.5 414.2 515.6 542.2 678.7 708.4 921.7 962.2 1213.5 1268.7 1566.4 1626.4 1955.2 2030.2

2723.9 3540 3854.2 194.1 205.3 218.1 360.8 372.2 469.3 487 618.9 638.7 836.3 863.3 1094.8 1131.6 1404.2 1444.2 1742.7 1793.3

299.2 376.2 423.9 57.6 60.2 63.2 96.7 98.6 120.3 123 156.9 159.7 175.5 178.4 196.1 199.4 218.3 221.3 238.8 242.1

16 17 18 8 8 8 9 9 10 10 10 10 11 11 12 12 14 14 15 15

8 12

9 91813

10 2651

11 24.24

12 4.12

13 3510.63

14 3060.4

15 252.5

16 20

#N/A

#N/A

#N/A

#N/A

#N/A

#N/A

#N/A

#N/A

#N/A

Thickness Moments of inertia of Web tw Ixx Iyy mm cm4 cm4 3 3 3.6 3.6 4.1 3.7 4 4.4 4.8 5.1 5.5 5.8 6.1 6.7 7.4 8

123.8 270 471.1 719.9 1161.2 66.1 164.7 356.8 697.2 1148.4 1725.5 2547.9 3687.9 6047.9 9312.6 13989.5

14.9 25.7 37.9 50.5 84.2 11.5 24.8 57.2 103.2 126.5 146.9 209.5 298.4 346 394.6 460.4

Radii of Gyration

Moduli of Section

rxx cm

ryy cm

Zxx cm3

Zyy cm3

Radius at Root r1 mm

4.09 5.18 6.1 7.11 8.08 3.02 4.06 5.11 6.16 7.16 8.11 9.14 10.17 11.98 13.72 15.5

1.42 1.6 1.73 1.88 2.18 1.26 1.57 2.05 2.37 2.38 2.37 2.62 2.89 2.87 2.82 2.81

24.8 43.2 62.8 82.3 116.1 17.6 32.9 57.1 93 131.3 172.6 226.5 295 403.2 532.1 699.5

4.8 7.6 9.9 11.9 16.7 4.3 7.3 12.8 20.2 24.8 28.5 32 40.9 46.4 52 60.2

6 6 7 7 8 6 6 7 8 8 8.5 11 11 12 13 14

4.4 4.7 5 5.4 5.7 6.1 6.4 7.1 7.6 8.1 8.6 0 8

76 186.7 416.4 779.4 1223.3 1819.3 2694.6 3816.8 6362.6 10008 15032.8 0 9

12.6 2.96 25.9 4 59.9 5.07 102.3 6.11 121 7.08 140.4 8.03 187.2 9.03 219.1 9.94 310.8 11.81 430.6 13.66 504.8 15.48 0 0 10 11 310.8 11.81

1.21 1.49 1.92 2.21 2.23 2.23 2.38 2.38 2.61 2.83 2.83 0 12 13 2.61

0

20.3 37.3 66.6 103.9 139.8 181.9 239.5 305.3 424.2 571.9 754.1 0 14 15 424.2

7.6

6362.6

7.6

6362.6

310.8

11.81

2.61

0

4 257.5 4.4 449 4.8 726.4 5.5 1272 5.7 2235.4 6.5 3441.8 6.9 5131.6 7.5 8603.6 8.1 13630.3 8.9 20458.4 9.4 30390.8 10.2 45218.3 11.2 64893.6 12 91813 5.4 839.1 5.8 1509.4 6.1 2624.5 6.4 3920.5 6.7 5943.1 7.4 9821.6 8 15521.7 8.6 23426.7 9.2 35057.6 9.9 52290.9 10.5 74906.1 11.2 106198.5 11.8 115626.6

40.8 43.7 52.6 85 150 218.3 334.5 453.9 537.7 622.1 834 1369.8 1833.8 2651 94.8 188.6 328.8 448.6 857.5 990.1 1175.9 1388 1706.7 2987.8 3740.6 4702.5 5298.3

shape fa. 1.138835 1.139972 1.140144 1.142228 1.135839 1.138509 1.134495 1.136227 1.142085 1.153118 1.135234 1.14705 1.149241 1.147115 1.134048 1.125797 1.119238 1.118795 1.109802 1.116677 1.122322 1.101511 1.129966 1.124211 1.125702 1.126186 1.126459

Zpy 12.4133 13.33767 14.93589 21.58812 34.07517 45.19882 60.69546 73.62753 87.71213 102.5122 126.238 174.5811 221.8036 289.6465 21.54692 33.99907 52.60419 66.90393 95.11005 110.551 131.9851 152.8897 192.8852 268.6865 336.8101 423.6713 477.5062

58.65 81.85 110.48 166.08 253.86 348.27 465.71 651.74 889.57 1176.18 1533.36 2074.67 2711.98 3510.63 126.9 194.2 293.8 389.9 527.6 731.2 995.5 1290.2 1760.6 2351.4 3066.3 3986.7 4341.6

4.7 7.5 13.1 19.4 22.8 26.3 32.8 38.4 46.8 57 66.6 0

8.5 9 9.5 10 10.5 11 12 12 13 14 15 0 16

46.8

13

424.2

46.8

13

51.5 71.8 96.9 145.4 223.5 305.9 410.5 573.6 778.9 1020 1350.7 1808.7 2359.8 3060.4 111.9 172.5 262.5 348.5 475.4 654.8 887 1171.3 1558.1 2091.6 2723.9 3540 3854.2

10.9 11.7 13.1 18.9 30 39.7 53.5 64.8 76.8 88.9 111.2 152.2 193 252.5 19 30.2 47 59.8 85.7 99 117.6 138.8 170.7 239 299.2 376.2 423.9

9 9 9 10 11 12 13 14 14 14 15 17 18 20 8 8 9 9 10 11 12 13 14 15 16 17 18

Connection Details

Radius at Toe t2

Slope of Flange D

h1

h2

b1

C

g

g1

Maximum size of Flange Rivet

mm

degreeS

mm

mm

mm

mm

mm

mm

mm

2 3 3 3 3 3 6 6.5 7 7.5 8 8 8 8 8.5 9 10 4.5 4.5 4.5 5 5.5 6 6.5 7 7 7 7.5 8.5 9 10 4 4 4.5 4.5 5 5.5 6 6.5 7 7.5

91.5 91.5 91.5 91.5 91.5 91.5 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 98 96 96 96 96 96 96 96 96 96 96

51.7 73 95.4 116.9 141.6 165.7 180.3 202.6 223.7 245.1 266.5 288.3 336.2 384 430.2 476.1 520 65 89.2 113.9 134.5 152.7 173.3 194.1 241.5 288 334.4 379.2 424.1 467.5 509.7 116.6 139.5 158.8 181.4 203.8 250.1 295.5 340.5 384 431

11.65 13.5 14.8 16.55 16.7 17.15 22.35 23.7 25.65 27.45 29.25 30.85 31.9 33 34.9 36.95 39.9 17.5 17.9 18.05 20.25 23.65 25.85 27.95 29.25 31 32.8 35.4 37.95 41.25 45.15 16.7 17.75 20.6 21.8 23.1 24.95 27.25 29.75 33 34.5

23.15 23 35.3 37.6 42.45 47.3 47.18 59.45 66.8 71.65 79 78.8 78.5 80.7 85.4 90.05 99.75 35.5 35.3 37.6 42.25 47.15 51.75 59.05 66.25 65.95 65.55 70.3 84.9 89.4 99 47.3 59.6 66.95 71.8 96.65 96.3 96 95.7 95.4 120.05

*

3.35 3.5 3.7 3.9 4.05 4.2 4.45 4.55 4.7 4.85 5 5.2 5.5 5.8 6.1 6.45 6.75 3.5 3.7 3.9 4.25 4.35 4.75 4.95 5.25 5.55 5.95 6.2 6.6 7.1 7.5 4.2 4.4 4.55 4.7 4.85 5.2 5.5 5.8 610 6.45

30 — 30 35 40 50 55 55 65 80 90 100 100 100 100 100 100 140 35 35 40 50 55 60 65 80 80 80 90 100 100 140 55 65 80 90 140 140 140 140 140 140

50 50 50 50 50 55 60 60 60 65 65 65 70 70 70 75 55 55 55 55 60 60 65 65 65 70 70 75 75 80 55 55 55 55 60 60 60 65 70 70

6 6 12 12 12 16 16 22 22 22 25 25 25 25 28 32 32 12 12 12 12 16 20 22 22 22 22 22 28 32 32 16 22 22 22 32 32 32 32 32 32

8 8.5 9 4 4 4 4.5 4.5 5 5 5 5 5.5 5.5 6 6 7 7 7.5 7.5

96 96 96 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94

473.4 514.2 507.9 112 112 112 158.4 158.4 180.5 180.5 203.5 203.5 249.8 249.8 296 296 340.1 340.1 386.2 386.2

38.3 42.9 46.05 19 19 19 20.8 20.8 22.2 22.2 23.2 23.2 25.1 25.1 27 27 29.9 29.9 31.9 31.9

119.75 119.4 119.1 72.3 70.8 69.1 96.95 96.1 109.25 108.2 121.55 120.6 121.2 120.3 120.85 119.95 120.45 119.7 120.1 119.35

6.75 7.1 7.4 4.2 5.7 7.4 4.55 5.4 4.75 5.8 4.95 5.9 5.3 6.2 5.65 6.55 6.05 6.8 6.4 7.15

140 140 140 90 90 90 140 140 140 140 140 140 140 140 140 140 140 140 140 140

75 80 80 55 55 55 55 55 55 55 60 60 60 60 60 60 65 65 65 65

32 32 32 22 22 22 32 32 28 28 32 32 32 32 32 32 32 32 32 32

17 10

18 98

19 509.7

20 45.15

21 99

22 7.5

23 140

24 80

25 32

#N/A

#N/A

#N/A

#N/A

#N/A

#N/A

#N/A

#N/A

#N/A

Radius at Toe t2 mm 2 2.5 3 3 3.5 2 2 2.5 3.5 4 4.5 5.5 5.5 6 6 7

Slope Connection Details of Flange D h1 h2 degreeS mm mm 91.5 91.5 91.5 91.5 91.5 91.5 91.5 91.5 91.5 91.5 91.5 96 96 96 96 96

77 98.9 121.2 146.1 168.5 50.4 74.3 96.6 117 138.6 160 175.9 198.9 245.4 291.9 337.1

11.5 13.1 14.4 14.5 15.8 12.3 12.8 14.2 16.5 18.2 20 24.5 25.5 27.3 29.1 31.4

b1 mm

C mm

g* mm

g1 mm

Maximum size of Flange Rivet mm

21 23.5 25.7 28.2 330 18.2 23 30.3 35.1 35 34.8 42.1 47 46.7 46.3 46

4.5 4.5 5.1 5.1 5.6 5.2 5.5 5.9 6.3 6.6 7 7.3 7.6 8.2 8.9 9.5

25 28 30 35 40 21 28 35 40 40 40 50 60 60 60 60

50 50 50 50 50 — 50 50 50 55 55 60 60 60 65 65

12 16 20 20 22 12 16 22 25 25 25 28 28 28 28 28

4.5 4.5 5 5 5.5 5.5 6 6 6.5 7 7.5 0

96 96 96 96 96 96 96 96 96 96 96 0 18 6.5

96

240.7

16.8 18 19.8 21.7 23.3 24.9 27.1 28.7 29.6 30.9 33.6 0 20 21 29.6

6.5

96

240.7

4.5 4.5 4.5 5 5.5 6 6.5 7 7 7 7.5 8.5 9 10 4 4 4.5 4.5 5 5.5 6 6.5 7 7.5 8 8.5 9

98 98 98 98 98 98 98 98 98 98 98 98 98 98 96 96 96 96 96 96 96 96 96 96 96 96 96

65 89.2 113.9 134.5 152.7 173.3 194.1 241.5 288 334.4 379.2 424.1 467.5 509.7 116.6 139.5 158.8 181.4 203.8 250.1 295.5 340.5 384 431 473.4 514.2 507.9

17

41.4 64 85.4 106.7 128.4 150.2 170.9 192.5 240.7 288.1 332.8 0 19

17.8 22.7 30 34.8 34.7 34.5 36.8 36.5 41.2 46 45.7 0 41.2

5.9 6.2 6.5 6.9 7.2 7.6 7.9 8.6 9.1 9.6 10.1 0 22 23 9.1

29.6

41.2

17.5 17.9 18.05 20.25 23.65 25.85 27.95 29.25 31 32.8 35.4 37.95 41.25 45.15 16.7 17.75 20.6 21.8 23.1 24.95 27.25 29.75 33 34.5 38.3 42.9 46.05

35.5 35.3 37.6 42.25 47.15 51.75 59.05 66.25 65.95 65.55 70.3 84.9 89.4 99 47.3 59.6 66.95 71.8 96.65 96.3 96 95.7 95.4 120.05 119.75 119.4 119.1

— 50 55 55 55 60 60 65 65 65 70 0 24

21 28 35 40 40 40 45 45 50 60 60 0

12 16 22 25 25 25 25 25 28 28 28 0 25

50

65

28

9.1

50

65

28

3.5 3.7 3.9 4.25 4.35 4.75 4.95 5.25 5.55 5.95 6.2 6.6 7.1 7.5 4.2 4.4 4.55 4.7 4.85 5.2 5.5 5.8 610 6.45 6.75 7.1 7.4

35 35 40 50 55 60 65 80 80 80 90 100 100 140 55 65 80 90 140 140 140 140 140 140 140 140 140

55 55 55 55 60 60 65 65 65 70 70 75 75 80 55 55 55 55 60 60 60 65 70 70 75 80 80

12 12 12 12 16 20 22 22 22 22 22 28 32 32 16 22 22 22 32 32 32 32 32 32 32 32 32

Maximum

Design nation Zpy mm3

12.4133 13.33767 14.93589 21.58812 34.07517 45.19882 60.69546 73.62753 87.71213 102.5122 126.238 174.5811 221.8036 289.6465 21.54692 33.99907 52.60419 66.90393 95.11005 110.551 131.9851 152.8897 192.8852 268.6865

ISLB 75 ISLB 100 ISLB 125 ISLB 150 ISLB 175 ISLB 200 ISLB 225 ISLB 250 ISLB 275 ISLB 300 ISLB 325 ISLB 350 ISLB 400 ISLB 450 ISLB 500 ISLB 550 ISLB 600 ISMB 100 ISMB 125 ISMB 150 ISMB 175 ISMB 200 ISMB 225 ISMB 250 ISMB 300 ISMB 350 ISMB 400 ISMB 450 ISMB 500 ISMB 550 ISMB 600 ISWB 150 ISWB 175 ISWB 200 ISWB 225 ISWB 250 ISWB 300 ISWB 350 ISWB 400 ISWB 450 ISWB 500

336.8101 ISWB 550 423.6713 ISWB 600(1) 477.5062 ISWB 600(2) ISHB 150(1) ISHB 150(2) ISHB 150(3) ISHB 200(1) ISHB 200(2) ISHB 225(1) ISHB 225(2) ISHB 250(1) ISHB 250(2) ISHB 300 (1) ISHB 300(2) ISHB 350(1) ISHB 350(2) ISHB 400(1) ISHB 400(2) ISHB 450(1) ISHB 450(2) 26 289.6465

#N/A

Maximum

Design nation

ISJC100 ISJC125 ISJC150 ISJC175 ISJC200 ISLC75 ISLC100 ISLC125 ISLC150 ISLC175 ISLC200 ISLC225 ISLC250 ISLC300 ISLC350 ISLC400

Center of Gravity Cyy cm 1.4 1.64 1.66 1.75 1.97 1.35 1.62 2.04 2.38 2.4 2.35 2.46 2.7 2.55 2.41 2.36

26

ISMC75 ISMC100 ISMC125 ISMC150 ISMC175 ISMC200 ISMC225 ISMC250 ISMC300 ISMC350 ISMC400 No ch 27 ISMC300

ISMC300

ISMB 100 ISMB 125 ISMB 150 ISMB 175 ISMB 200 ISMB 225 ISMB 250 ISMB 300 ISMB 350 ISMB 400 ISMB 450 ISMB 500 ISMB 550 ISMB 600 ISWB 150 ISWB 175 ISWB 200 ISWB 225 ISWB 250 ISWB 300 ISWB 350 ISWB 400 ISWB 450 ISWB 500 ISWB 550 ISWB 600(1) ISWB 600(2)

1.31 1.53 1.94 2.22 2.2 2.17 2.3 2.3 2.36 2.44 2.42 28 2.36

2.36

TABLE 9( b ) DESIGN COMPR

KL /r  1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250

108.0 1 2 3

10 11

100 108.0 110

1

2

3

4

5

6

200 182 182 175 168 161 152 142 131 120 108 96.5 86.2 76.9 68.7 61.6 55.4 50 45.3 41.2 37.6 34.5 31.7 29.2 27.1 25.1

210 191 190 183 176 167 158 147 135 123 110 98.3 87.5 77.8 69.4 62.1 55.8 50.3 45.6 41.5 37.8 34.7 31.9 29.4 27.2 25.2

220 200 199 192 183 174 164 152 139 126 112 100 88.6 78.7 70.1 62.6 56.2 50.7 45.9 41.7 38 34.8 32 29.5 27.3 25.3

230 209 208 200 191 181 170 157 143 129 114 101 89.7 79.5 70.7 63.1 56.6 51 46.1 41.9 38.2 35 32.1 29.6 27.3 25.3

240 218 217 208 198 188 176 162 147 131 116 103 90.7 80.3 71.3 63.6 56.9 51.2 46.3 42.1 38.3 35.1 32.2 29.7 27.4 25.4

250 227 225 216 206 194 181 166 150 134 118 104 91.7 81 71.8 64 57.3 51.5 46.5 42.2 38.5 35.2 32.3 29.8 27.5 25.5

200 1 108 98.80 96.5

210 2 110 100.64 98.3

220 3 112 102.40 100

230 4 114 103.60 101

240 5 116 105.60 103

250 6 118 106.80 104

250 6

106.8

6

TABLE 9( b ) DESIGN COMPRESSIVE STRESS, f cd FOR COLUMN BUCKLING CLASS “b” (Clause 7.1.2.1) Yield stress, f y 7

8

9

10

11

12

13

14

15

260 236 234 224 213 201 187 171 154 136 120 105 92.5 81.6 72.3 64.3 57.5 51.7 46.7 42.4 38.6 35.3 32.4 29.9 27.6 25.6

280 255 251 240 228 214 197 179 160 141 123 107 94.1 82.7 73.1 65 58.1 52.2 47.1 42.7 38.9 35.5 32.6 30 27.7 25.7

300 273 268 256 242 226 207 187 165 144 126 109 95.4 83.7 73.9 65.6 58.5 52.5 47.4 42.9 39.1 35.7 32.8 30.1 27.8 25.8

320 291 285 271 256 238 217 194 170 148 128 111 96.6 84.6 74.6 66.1 59 52.9 47.7 43.2 39.3 35.9 32.9 30.3 27.9 25.9

340 309 302 287 270 250 226 201 175 151 130 112 97.7 85.4 75.2 66.6 59.3 53.2 47.9 43.4 39.5 36 33 30.4 28 26

360 327 319 302 283 261 235 207 179 154 132 114 98.6 86.1 75.7 67 59.7 53.5 48.1 43.6 39.6 36.2 33.1 30.5 28.1 26

380 345 336 318 297 272 243 213 183 156 134 115 100 86.8 76.2 67.4 60 53.7 48.3 43.7 39.8 36.3 33.2 30.6 28.2 26.1

400 364 353 333 310 283 251 218 186 159 135 116 100 87.3 76.6 67.7 60.3 53.9 48.5 43.9 39.9 36.4 33.3 30.7 28.3 26.2

420 382 369 348 323 293 259 223 190 161 137 117 101 87.9 77.1 68.1 60.5 54.1 48.7 44 40 36.5 33.4 30.7 28.3 26.2

260 7 120 108.00 105

280 8 123 110.20 107

300 9 126 112.40 109

320 10 128 114.40 111

340 11 130 115.60 112

360 12 132 117.60 114

380 13 134 118.80 115

400 14 135 119.80 116

420 15 137 121.00 117

16

17

18

19

450 409 394 370 342 308 269 230 194 163 139 118 102 88.6 77.6 68.5 60.9 54.4 48.9 44.2 40.2 36.6 33.6 30.8 28.4 26.3

480 436 419 392 360 322 279 236 198 166 140 119 103 89.2 78.1 68.9 61.2 54.7 49.2 44.4 40.3 36.8 33.7 30.9 28.5 26.4

510 464 443 414 378 335 287 241 201 168 142 121 104 89.8 78.5 69.2 61.5 54.9 49.3 44.6 40.5 36.9 33.8 31 28.6 26.5

540 491 468 435 395 347 295 246 204 170 143 121 104 90.3 78.9 69.5 61.7 55.1 49.5 44.7 40.6 37 33.9 31.1 28.7 26.5

450 16 139 122.20 118

480 17 140 123.20 119

510 18 142 125.20 121

540 19 143 125.40 121

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 200 1

20 1 2 3 4

210 2

220 3

230 4

240 5

250 6

260 7

280 8

300 9

320 10

340 11

360 12

380 13

400 14

420 15

450 16

480 17

510 18

540 19

For 16 m ( Single Crane)

100 KN 200 KN 250 kN

6 0.9123 1.292 1.46

For 16 m ( Double Crane)

7.5 1.127 1.583 1.99

9 1.477 2.17 2.48

9 2.02 2.72 2.97

10.5 2.41 3.01 3.47

12 2.77 3.64 4.15

7.5 1.151 1.583 1.99

9 1.477 2.17 2.48

9 2.03 2.73 2.97

10.5 2.41 3.01 3.47

12 2.79 3.66 4.15

For 18 m

100 KN 200 KN 250 kN

6 0.946 1.292 1.47

3

Weight in kN/m

2.5 2 1.5 1

0.5 0

6

7.5

9

Span of Gantry Girder in m

Weight in kN/m

4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 9

10.5 Span of Gantry Girder in m

12

4.5 4

Weight in kN/m

3.5 3

2.5 2

1.5 1

0.5 0 9

10.5 Span of Gantry Girder in m

12

100 kN 200 kN

250 kN

100 kN

200 kN 250 kN

100 kN 200 kN 250 kN

100 kN 16 m Given Data Crane Capacity Self-weight of the crane girder excluding trolly Self-weight of trolly,hook etc. L1 Minimum hook approach c Distance between whele centres Span of crane between the rails Lc Span of gantry girder fy Yield stress of steel E

200 kN

=

100

200

= = = = = = =

140 35 1 3.9 16 6 250

200 75 1 4 16 6 250

=

200000

200000

=

100

200

= = = = = = =

165 35 1 4.2 18 6 250

200 75 1 4.1 18 6 250

=

200000

200000

=

100

200

= = = = = = = =

200 40 1.2 3 18 8 250 200000

200 40 1.2 3.5 16 8 250 200000

20 m Given Data Crane Capacity Self-weight of the crane girder excluding trolly Self-weight of trolly,hook etc. L1 Minimum hook approach c Distance between whele centres Span of crane between the rails Lc Span of gantry girder fy Yield stress of steel E negi Crane Capacity Self-weight of the crane girder excluding trolly Self-weight of trolly,hook etc. L1 Minimum hook approach c Distance between whele centres Span of crane between the rails Lc Span of gantry girder fy Yield stress of steel E

ISWB 550 @ 112.5 ISLC 300

ISWB 600 @ 1337N/M ISMC 300 @ 358N/M

250 kN 250 kN

100

280 85 1.1 4 16 6 250

kN kN m m m m 2 N/mm

140 35 1 3.9 16 6 250

200000 N/mm2

200000

250 kN 295 85 1.1 4.1 18 6 250

kN kN m m m m 2 N/mm

200000 N/mm2

duggal

ISWB 600 @ 1337N/M ISMC 300 @ 358N/M