6.4.a DESIGN OF CRANE GANTRY GIRDER 11M span All below references are
a) INPUT DATA :- BS 5950,
(Refer Appendix-E, for EOT drawing) part-1, UNO
Crane Capacity = 1050 kN
Weight of Crab = 320 kN
Weight of Crane Bridge = 780 kN
Self weight of the Rail = 2kN/m
Width of Walk way = 0.6 m
Dead Load of the Walkway = 1.5 kN/m²
Live Load of the Walkway = 5kN/m²
Height of the Crane Rail = 65 mm
Span of the Crane Girder, Lg = 11 m
Centre to centre distance of , Lc = 32 m
Rail (i.e. Span of Crane Bridge)
Mini. approach of crane hook to the gantry = 1.800m
No. of Wheels = 4
Wheel Spacing1 = 1.40 m
Wheel Spacing2 = 4.70 m
C.G of loading from left load = 3.75 m 1.40 4.70 1.40
Impact Factor : Vertical = 30 %
Horizontal = 10 %
(Transverse to rail)
Deflection Factor Vertical = 600 Table:5
Horizontal = 500
Load Factor : Imposed load vertical -gIvf = 1.6
Imposed load Horiz.gIhf = 1.6
Dead load gdf = 1.4
Design strength of steel, py = 265.0N/mm2 Table:6
Depth of the surge girder = 0.60 m
Maximum unsupported length Bottom Flange = 2.60 m
1.80m (1050+320)kN 780 kN
Kicker
RL 32.00m RR
RL = (1370 x 30.20 + 780 x 32.00/2)/32.00= 1682.938 kN
Wheel Load by calculation 420.73 kN/wheel
b) LOAD CALCULATIONS: b.1) Vertical Loads
b.1.a) Conc. Loads
Max. static Wheel Load say Wm = 421 kN
875.7 875.7
Load due to Impact = 0.30 x 421 = 126.3 kN
Total load = 547 kN
Factored Load Wmf = 1.60 x 547.30 = 875.68 kN 1.40 4.70 1.40
b.1.b) Uniform Dirstributed Load
Self weight of rail = 2.00 kN/m
Walkway Dead Load = 0.45 kN/m
Walkway Live Load = 1.50 kN/m
Self weight of girder = 4.66 kN/m
8.61 kN/m
Factored load Wdf = 1.40 x 8.61 12.06 kN/m
b.2) Horizontal Loads
Maximum lateral load per wheel is equal to 10% Static vertical wheel load,
l = 0.1 from Fig-1
Max. Lateral load WH = 0.10(421*4) = 168.4 kN BS:2573,part-1
4 wheels are resisting the total lateral load
c) MAXIMUM BENDING MOMENT AND SHEAR FORCE: c.1) For vertical loads
c.1.a) Bending Moment
:-The maximum Bending moment under moving loads occurs when line of action of one load and centre of gravity of the loads are at equal distance from the centre of span.
875.68kN 875.68kN 875.68kN 875.68kN 12.06kN/m C RA RB 11.00m Reactions :-Ra = 4x875.68x(11 - 11*0.5 - 0.25*4.7)/11 = 1443.525 kN + 12.06 x 11 /2 Rb = 4x875.68+12.06x11- 1,443.525 = 2191.834 kN
Maximum Bending moment occurs at C. =
Mux1 = (1443.53 x 4.33) -875.68 x 1.4 - (12.06 x 4.33²/2) = 4904.517 kN.m c.1.b) Shear Force:-875.68kN 875.68kN 12.06kN/m RA 11.00m Reactions: RA = 4 x 875.7 x [11.0-3.8] /11+ (12.1 x 11.0/2) 2374.930 kN RB = (4 x 875.7) + (12.1 x 11.0) - 2374.93 1260.428 kN Max. Reaction = 2374.930 kN
c.2) For Horizontal loads
:-CG. OF LOADS
Mid Span of Crane Girder
= =
67.36kN
C
c.2.a) Local Bending Moment at C,
Crane Girder is laterally bending between Node points of surge Girder Muy = 67.360 x 2.6 /4 43.784 kN.m c.2.b) Axial Force:
Because of Lateral force, the Crane Girder is subjected to axial force.
Max lateral bending Moment 4904.5 x 67.36 / 875.68 377.27 kN-m
F=Axial force in the surge girder 377.27 / 0.6 628.78 kN
c.2.c) Shear force :-67.36kN 67.36kN RA 3.75m 11.00m RB Reactions :-RA = 4x 67.4[11.0 - 3.8]11.00 = 177.585 kN RB = 4 x 67.360 - 177.585 = 91.855 kN
Max. Horzontal reaction RH = 177.585 kN
Depth 1250mm Width 450mm 20 t = 20 mm x x 1250 T = 40 mm 40 450 Properties
:-Depth of the section, D = 1250 mm
Width of the section, B = 450 mm
Thickness of web, t = 20 mm
Thickness of flange, T = 40 mm
Effective depth of web, d = 1170 mm
Second moment of inertia, Ixx = 1.59E+10 mm4
Second moment of inertia, Iyy = 6.08E+08 mm4
rmin = 101.19 mm
Section modulus, Zxx = 2.54E+07 mm3
Section modulus, Zyy = 2.70E+06 mm3
Plastic modulus, Sxx = 2.96E+07 mm3
Plastic modulus, Syy = 4.28E+06 mm3
Buckling parameter, u = 1 conservatively
Torsional index, x : D/T = 31.25 as per Cl.4.3.7.5
Sectional Area, A = 59400 mm2
Flange Area on one side, Ag = 18000 mm2
Out stand width of panel, b = 215 mm
Constant, e, = sqrt(275/py) = 1.02
Outstand element of compression flange, b/T = 5.38 Plastic Cl.3.5.2 and
Web slenderness, d/t = 58.50 Plastic Table:7
d.1) Shear Capacity
Web slenderness, d/t = 58.50 < 63*1.02 Cl.4.4.4.1
Satisfactory
Shear area parallel to the web, Avx=t*d = 23400 mm2 Cl.4.2.3,
Critical Shear strength, qcr for t/d =58.50 = 159 N/mm2 Table:21,
Shear Capacity, Vcr=qcr*Avx = 3720.6 kN Cl.4.4.5.3
>2,374.93 kN Satisfactory
d.2.a) Lateral-torsional buckling moment, Mb: ( as per clause 4.3.7.3 of BS 5950, part-1)
Effective length factor = 1.00 Table:9
( Destabilizing condition)
(As per table:9,BS 5950,part-1: Beam partial restrained against rotation)
Effective length, LE = 2.60 m
Slenderness, l = LE/rmin = 25.69
Equivalent slenderness, lLT = nunl Cl.4.3.7.5
Slenderness correction factor, n = 1.0 conservatively
Uniform moment factor, m = 1.0 conservatively
Buckling parameter, u = 1.000
l/x = 0.822
N = 0.50
Slenderness factor, n = 1.00 Table:14
lLT = 25.69 pb = 265.00 N/mm2 Table:12 Buckling resistance, Mb = pb*Sxx = 7843.23 kN.m Satisfactory >4904.52 kN.m Cl.4.3.7.2 > m*Mux1
e) CHECK FOR COMBINED BENDING COMPRESSIVE STRESS IN EXTREME FIBRE (FOR VERTICAL PLUS LATERAL)
e.1) Compressive strength pc
:-Slenderness, l = LE/rmin = 25.69
Reduced design strength, py = 245.00 N/mm2 Cl.4.7.5
pc = 240.00 N/mm2 Table:27c
e.2) Overall buckling check
(As per Clause 4.8.3.3.1, BS 5950: part-1)
F/Ag*pc + mMux1/Mb + mMuy/py*Zyy = 0.832 Satisfactory
< 1.000
Height of rail = 65 mm
5% of the static wheel load = 5/100 x4x 875.7 175.14 kN
Bending moment in the longitudinal direction is equal to Longitudinal Force into Crane Rail Depth plus half of Crane Girder depth
Mux2 = 175136 x (65 + 625.0) 120.84 kN.m
CHECK FOR COMBINED BENDING COMPRESSIVE STRESS IN EXTREME FIBRE (FOR VERTICAL PLUS LONGITUDINAL)
F/Ag*pc + m(Mux1+Mux2)/Mb = 0.681 Satisfactory
g) CHECK FOR DEFLECTION:
Allowable deflection for vertical loads
d lim, v = Span / 600 =11,000.0 / 600.0 = 18.33 mm
Allowable deflection for horizontal loads
d lim, h = Span / 500 = 11,000.0 /500 = 22.00 mm Vertical Deflection:-3.15 1.75 547.3kN 547.3kN 8.61kN/m c RA 11.00 RB d v = = #VALUE! {( 2 x 547300 x 11000³)/( 48 x 205000 x 1.59E+10)} x {[3 x 1.75/11 - 4 x (1.75/11)³] + [3 x 3.15/11 - 4 x (3.15/11)³]} = 11.960 mm
CHECK dv < Allowable Deflection 11.960 < 18.3 HENCE SAFE
h) Crane Girder Welding Calculation
Top Flange & Web is welded by full Penetration Butt weld.
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+ ´ -´ + ´ 3 3 3 3 L a2 3a2 48EI PL L a1 3a1 48EI PL EI WL 384 5L
L
4 4 4 CG. OF GANTRY CG OF LOADS = =Bottom Flange Weld.
Horizontal Shear = FAy/ Ixx
A- Area of the Bottom Flange = 18000 mm2
y - C.G of flange Plate from C.G of section = 605 mm
Ixx of the section = 1.59E+10 mm4
Maximum vertical shear = 2374.930 kN
Horizontal Shear 2,374.9 x 1000 x 18000x605 / 158510550001631.626 N/mm
Size of the weld on each side 1,631.6/ ( 2 x 215x 0.707) 5.421 mm
Provide weld as = 12 mm
i) DESIGN OF BEARING STIFFENER
Bearing check:
Minimum area of stiffener in contact with the flange = 0.8*Fx/pys Cl.4.5.4.2
Fx = External reaction
pys = Design strength of stiffener
Minimum Area of stiffener required = 7169.60 mm2
Conside Thk. Of Stiffener , ts = 25.00mm
Width of the stiffener, bs = 450.00 mm
Area of the stiffener = 11250.00 mm2 Satisfactory
Check for outstands
Outstand from the face of the web = bs/2-web thickness
= 215.00 mm
Outstand of web stiffeners, as per Cl.4.5.1.2 of BS5950: Limits:
19tse = 483.88 mm
13tse = 331.08 mm Satisfactory
Bearing resistance of the stiffener
< 265 N/mm2 Satisfactory Buckling resistance of the stiffner
(as per Cl.4.5.1.5 of BS5950,part-1)
Design strength of the stiffner in buckling = py-20 Cl.4.5.1.5
= 245.0 N/mm2
Buckling resistance check as a column:
Area of combined section 450 x25 + 20 x 20 x 20 19250.00 mm2
Ixx = 1.90E+08 mm4
= 99.38 mm
l = l / Rmin =1250x 1000 / 99.4 = 12.58
Compressive strength, pc = 245.00 N/mm2 Tb.27c,
Buckling resistance of the stiffener = 4716.25 kN
> 2374.93 kN Satistactory
Weld between Stiffener & web
Vetical Height avilable for Welding = 1170.00 mm
Thk. of weld reqd =2,374.9 x1000/(1170x2x0.7*215) 6.74 mm
Provide weld thickness = 12.00mm
j) Shear buckling of Web under Wheel load
Web bearing under wheel load (as per Cl.4.11.4,BS 5950, part-1)
Load dispersion under wheel,lw= 2(Height of the wheel + Thickness of the flange)
= 210 mm
Bearing Capacity = lw*py*t = 1113 kN
> 875.68 kN Satisfactory
Web buckling under wheel load (as per Cl.4.5.2.1, BS 5950,part-1)
A I / Rmin=
b1 = Stiff bearing length = 2(Height of the crane rail)
= 130.00 mm
n1 = Dispersion at 45degrees through half the depth of the section
= (depth of the web + 2*thickness of the flange)
= 1250 mm
d = Depth of the web
= 1170 mm
Web slenderness, l = 2.5*depth of the web/thickness of the web Cl.4.5.2.1
= 146.25
Compressive resistance, pc = 70 N/mm2 Table 27c
Buckling resistance, Pw = (b1+n1)*t*pc
= 1932.00 kN
> 875.68 kN Satisfactory
k) Connection for Longitudinal Force
Longitudinal Force = 175.14 kN
Dia of bolt provided = 24.00mm
No. of bolts provided = 4.00
Stress in Bolts = 96.78 N/mm2
< 160 N/mm2
l) Design of Surge Girder
Design of bracing members
Maximum Horizontal force = 177.585 kN
Max Force in diagonal = 335.1 kN
Angles provided = 100X100X8 RSC
Area of the Section = 15.60cm2
Rmin of the section = 3.07 cm
Length of diagonal = 1.50 m
Inclination of diagonal w.r.t Horizontal = 32.00
Stress in member = 214.82 N/mm2 (No.bays are
not to count in the sketch) Allowable Stress in member
Compressive stress, pc = 225.00 N/mm2 Table 27c
> 214.82 Satisfactory
Design of bottom chord member
(as surge may come on either direction, bottom chord members are designed for compression)
Member size provided = 300X150X32 MS profile
Area of the Section = 40.80cm2
Rmin of the section = 3.29 cm
Unsupported length = 2.60 m
Maximum axial force, F = 628.78 kN
Stress in member = 154.11 N/mm2
Allowable Stress in member
l=2.6 *100 / 3.29 = 79.03
Compressive stress, pc = 161.00 N/mm2 Table 27c
> 154.11 Satisfactory
j) Design of Crane Girder Bracket
Depth of the bracket, Db = 1200 mm
Width of the flange plate, Wb = 600.00 mm
Thickness of the flange plate, Tb = 32.00mm
Thickness of the web plate, tb = 25.00mm
Eccetricity of Crane girder from grid = 1.00 m
Maximum Vertical force = 2374.93 kN
Design for Moment
Moment due to eccentricity, Me = 2374.93 kN.m
Axial Force in Top flange, Ab=Me/Db = 1979.11 kN
Stress in top flange=Ab/Wb*Tb = 10.3078569 N/mm2
< 265.0 N/mm2 Satisfactory
Design for shear
Web slenderness = 45.44 < 63*1.02 Cl.4.4.4.1
Satisfactory
Shear area parallel to the web = 28400 mm2 Cl.4.2.3,
Critical Shear strength = 159 N/mm2 Cl.4.2.3
Shear Capacity, = 4515.6 kN
ISMC 75 75 40 0.0681 7.30 4.40 13.10 21 760000 126000 29.60 12.10 20300 4700 867 ISMC 100 100 50 0.0918 7.50 4.70 15.30 28 1867000 259000 40.00 14.90 37300 7500 1170 ISMC 125 125 65 0.1271 8.10 5.00 19.40 35 4164000 599000 50.70 19.20 66600 13100 1619 ISMC 150 150 75 0.1639 9.00 5.40 22.20 40 7794000 1023000 61.10 22.10 103900 19400 2088 ISMC 175 175 75 0.1914 10.20 5.70 22.00 40 12233000 1210000 70.80 22.30 139800 22800 2438 ISMC 200 200 75 0.2214 11.40 6.10 21.70 40 18193000 1404000 80.30 22.30 181900 26300 2821 ISMC 225 225 80 0.2591 12.40 6.40 23.00 45 26946000 1872000 90.30 23.80 239500 32800 3301 ISMC 250 250 80 0.3036 14.10 7.10 23.00 45 38168000 2191000 99.40 23.80 305300 38400 3867 ISMC 300 300 90 0.3583 13.00 7.60 23.60 50 63626000 3108000 118.10 26.10 424200 46800 4564 ISMC 350 350 100 0.4212 13.50 8.10 24.40 60 100080000 4306000 136.60 28.30 571900 57000 5366 ISMC 400 400 100 0.4940 15.30 8.60 24.20 60 150828000 5048000 154.80 28.30 754100 66600 6293
Section H B wt/m A Tf Tw R1 R2 H1 H2 G Ixx Iyy Rxx Ryy Zxx Zyy mm mm kN/m mm2 mm mm mm mm mm mm mm mm4 mm4 mm mm mm3 mm3 ISMB100 100 75 0.115 1460 7.2 4.0 9.0 4.5 65.0 17.50 35 2575000 408000 42.0 16.7 51500 10880 ISMB125 125 75 0.130 1660 7.6 4.4 9.0 4.5 89.2 17.90 35 4490000 437000 52.0 16.2 71840 11653 ISMB150 150 80 0.149 1900 7.6 4.8 9.0 4.5 113.9 18.05 40 7264000 526000 61.8 16.6 96853 13150 ISMB175 175 90 0.193 2462 8.6 5.5 10.0 5.0 134.5 20.25 50 12720000 850000 71.9 18.6 145371 18889 ISMB200 200 100 0.254 3233 10.8 5.7 11.0 5.5 152.7 23.65 55 22354000 1500000 83.2 21.5 223540 30000 ISMB225 225 110 0.312 3972 11.8 6.5 12.0 6.0 173.3 25.85 60 34418000 2183000 93.1 23.4 305938 39691 ISMB250 250 125 0.373 4755 12.5 6.9 13.0 6.5 194.1 27.95 65 51314000 3345000 103.9 26.5 410512 53520 ISMB300 300 140 0.442 5626 12.4 7.5 14.0 7.0 241.6 29.25 80 86034000 4539000 123.7 28.4 573560 64843 ISMB350 350 140 0.524 6671 14.2 8.1 14.0 7.0 288.0 31.00 80 136303000 5377000 142.9 28.4 778874 76814 ISMB400 400 140 0.616 7846 16.0 8.9 14.0 7.0 334.4 32.80 80 204584000 6221000 161.5 28.2 1022920 88871 ISMB450 450 150 0.724 9227 17.4 9.4 15.0 7.5 379.2 35.40 90 303908000 8340000 181.5 30.1 1350702 111200 ISMB500 500 180 0.869 11074 17.2 10.2 17.0 8.5 424.1 37.95 100 452183000 13698000 202.1 35.2 1808732 152200 ISMB600 600 210 1.226 15621 20.8 12.0 20.0 10.0 509.7 45.15 140 918130000 26510000 242.4 41.2 3060433 252476
Crane Capacity = 100kN BS 5950, part-1,
Weight of Crab = 0kN
Weight of Crane Bridge = 0kN
Self weight of the Rail = 1kN/m
Height of the Crane Rail = 70mm
Span of the Crane Girder, Lg = 8.7m
Mini. approach of crane hook to the gantry = 1.000m
No. of Wheels = 2
Wheel Spacing1 = 0.60m
C.G of loading from left load = 0.30 m
Impact Factor : Vertical = 30%
Horizontal = 10%
(Transverse to rail)
On Stopper = 16kN
Deflection Factor Vertical = 1000 Table:5
Horizontal = 1000
Load Factor : Imposed load vertical -gIvf = 1.6 Imposed load Horiz.gIhf = 1.6
Dead load gdf = 1.4
Design strength of steel, py = 275N/mm2
Table:6 Maximum unsupported length Top Flange = 8.70m
Maximum unsupported length Bottom Flange = 8.70m
2) LOAD CALCULATIONS
Wheel load calculation
Wheel Load by Vendor = 50.00kN/wheel
2.a) Vertical Loads
i) Conc. Loads
Average static Wheel Load say Wm = 50.0 kN
104.0 104.0
Load due to Impact = 0.30 x 50 = 15.00 kN
Total load = 65 kN
Factored Load Wmf = 1.60 x 65.00 = 104.00 kN 0.60 #### 0.60
ii) Uniform Dirstributed Load
Self weight of rail = 1.00 kN/m
Self weight of girder = 1.49 kN/m
2.49 kN/m
Factored load Wdf = 1.40 x 2.49 = 3.49 kN/m
2.b) Horizontal Loads
Maximum lateral load per wheel is equal to 10% Static vertical wheel load,
3) MAXIMUM BENDING MOMENT AND SHEAR FORCE
3.a) For vertical loads
i) Bending Moment
The maximum Bending moment under moving loads occurs when line of action of one load and centre of gravity of the loads are at equal distance from the centre of span. ( refer diagram at deflection check)
Reactions
:-Ra = 104x(1 + 0.60/2/8.7) +3.49x8.70/2 = 122.76 kN Rb = 2x104+3.49x8.7- 122.759 = 115.59 kN Maximum Bending Moment
Mux1 = (122.76 x 4.35) -104 x 0.45 - (3.49 x 4.35²/2)
= 355.20 kN.m ii) Shear
Force:-Reactions:
RA = 2 x 104.0 x [8.7-0.3] /8.7+ (3.5 x 8.7/2) = 216.00 kN RB = (2 x 104.0) + (3.5 x 8.7) - 216.00 = 22.35 kN
Max. Reaction = 216.00 kN
3.b) For Horizontal loads
i) Local Bending Moment at C,
Crane Girder is laterally bending between points of restrained at support Muy = 8.000 x 8.7 /4 = 17.40 kN.m ii) Shear force
Reactions
:-RA = 2x 8.0[8.7 - 0.3]8.70 = 15.448 kN RB = 2 x 8.000 - 15.448 = 0.552 kN Max. Horzontal reaction RH = 15.448 kN
4) DESIGN OF GANTRY BEAM
Properties
:-Depth of the section, D = 609.9mm UB610X305X149kg/m
Width of the section, B = 304.8mm
Thickness of web, t = 11.9mm
Thickness of flange, T = 19.7mm Effective depth of web, d = 537.2 mm Second moment of inertia, Ixx = 1.25E+09 mm4 Second moment of inertia, Iyy = 9.30E+07 mm4
rmin = 69.90 mm
Outstand element of compression flange, b/T = 7.43 Plastic Cl.3.5.2 and
Web slenderness, d/t = 45.14 Plastic Table:7
4.a) Shear Capacity
Web slenderness, d/t = 45.14 < 63*1.00 Cl.4.4.4.1
Satisfactory
Shear area parallel to the web, Avx=t*d = 6392.68 mm2 Cl.4.2.3, Critical Shear strength, qcr for d/t =45.14 = 165N/mm2 Table:21, Shear Capacity, Vcr=qcr*Avx = 1054.79 kN Cl.4.4.5.3 > 216 kN Satisfactory 4.b) Moment capacity, Mb
i) Lateral-torsional buckling moment, Mb: ( as per clause 4.3.7.3 of BS 5950, part-1)
Effective length factor = 1.20 Table:9
( Destabilizing condition)
(As per table:9,BS 5950,part-1: Beam partial restrained against rotation)
Effective length, LE = 10.44 m
Slenderness, l = LE/rmin = 149.36
Equivalent slenderness, lLT = nunl Cl.4.3.7.5
Slenderness correction factor, n = 1.0 conservatively
Uniform moment factor, m = 1.0 conservatively
Buckling parameter, u = 0.886
l/x = 4.596
N = 0.50
Slenderness factor, n = 0.82 Table:14
lLT = 108.51 pb = 109.00N/mm2 Table:11 Buckling resistance, Mb = pb*Sxx = 498.13 kN.m Satisfactory >355.20 kN.m Cl.4.3.7.2 > m*Mux1
5) CHECK FOR COMBINED BENDING COMPRESSIVE STRESS IN EXTREME FIBRE (FOR VERTICAL PLUS LATERAL)
5.a) Compressive strength pc
Slenderness, l = LE/rmin = 149.36
pc = 81N/mm2 Table 27c
5.b) Overall buckling check
(As per Clause 4.8.3.3.1, BS 5950: part-1)
mMux1/Mb + mMuy/py*Zyy = 0.817 Satisfactory
< 1.000
6) CHECK FOR LONGITUDINAL STRESS
F/Ag*pc + m(Mux1+Mux2)/Mb = 0.742 Satisfactory
7) CHECK FOR DEFLECTION
Allowable deflection for vertical loads
d lim, v = Span / 1000 =8,700.0 / 1,000.0 = 8.70 mm Allowable deflection for horizontal loads
d lim, h = Span / 1000 = 8,700.0 /1,000 = 8.70 mm Vertical Deflection:-4.5 4.2 3.90 65kN 65kN 2.49kN/m c RA 8.70 RB d v = d v = #VALUE! {( 65000 x 8700³)/( 48 x 205000 x 1.25E+09)} x {[3 x 3.90/9 - 4 x (3.90/9)³] + [3 x 4.20/9 - 4 x (4.20/9)³]} = 7.625 mm
CHECK dv < Allowable Deflection 7.625 < 8.7HENCE SAFE
8) SHEAR BUCKING OF WEB UNDER WHEEL LOAD
8.a) Web bearing under wheel load
(as per Cl.4.11.4,BS 5950, part-1)
Load dispersion under wheel,lw= 2(Height of the wheel + Thickness of the flange)
= 179.4 mm
Bearing Capacity = lw*py*t = 587.0865 kN
> 104.00 kN Satisfactory 8.b) Web buckling under wheel load
(as per Cl.4.5.2.1, BS 5950,part-1)
b1 = Stiff bearing length = 2(Height of the crane rail)
= 140.00 mm
n1 = Dispersion at 45degrees through half the depth of the section = (depth of the web + 2*thickness of the flange)
= 609.9 mm
d = Depth of the web = 570.5 mm
Web slenderness, l = 2.5*depth of the web/thickness of the web Cl.4.5.2.1
= 119.85
Compressive resistance, pc = 97N/mm2 Table 27c
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< 160 N/mm2
10) DESIGN OF STOPPER BRACKET
Depth of the bracket, Dsp = 250mm
Width of the bracket, Wsp = 102mm
Thickness of the bracket plate, Tsp = 6mm Thickness of stiffener plate, Ts = 6mm
No of stiffener plate, Ns = 1nos
Distance between Stopper and flange of Crane girder = 0.20m
Maximum Stopper force = 16.0 kN
Maximum ultimate Stopper force, S = 25.6 kN
10.a) Design for Moment
Moment due to eccentricity, Mc = 5.12 kN.m
Combined plate C.G., x = 91.2 mm
Combined plate Ixx = 1.40E+07 mm4
Distance of compression edge = 158.8 mm
Combined plate Zxx = 88189 mm3
Moment capacity, Mc = PypZxx = 24.25 kNm Cl.4.13.2.4 > 5.12 kNm Satisfactory 10.b) Weld between Bracket and flange of Crane Girder
Design strength of fillet weld, pw = 215N/mm2 Tb.36, BS5950
Weld thickness = 6mm
Effective length of flange weld = 400 mm Max.bending tension in bracket, T = M/x = 56.2 kN Capacity of bracket weld under tension = 361.2 kN
