Challenge

Project 2

NNoor Alam9 Jul 2023

prtoject. 01

Design of column Height of column 9 m Effective length 6 m Reaction Load 325 KN Moment 320 KN-m Yield Strength 250 N/mm^2 Selecting ISMB 500 Sectional Area

110 x 10^2 mm^2

h 500 mm b 180 mm tf 17.2 mm tw 10.2 mm Ixx 45218.3 cm^4 Iyy 1369.8 cm^4 Zxx 1808.7 cm^3 Zyy 152.2 cm^3 Root radius 20.21 cm rxx 3.52 cm ryy Slernderness ratio 170 Flange criteria b/tf 5.23<9.4 Plastic Web criteria h/tw 42<84 Plastic Bucling class a in Z-Z b in yy Axial Stress

29.5 N/mm^2

Bending strength

178 N/mm^2

Designed shear strength 1128 KN Design compressive stress Fcd

48 N/mm^2

Hence Pd

48 x 110 x 10^2/1000

528 KN "}">> 325 KN OK

projct . 2

Design of Gantry Girder

Span of gantry Girder

7 m

Span of Crane girder

9 m

Crane Capacity

250 KN

Self wt trolly & hook E.Motor

40 KN

Self wt of crane girder ex. Trolly

100 KN

Dist. b/w wheels

3 m

Self wt of rails

0.2 KN/m

Hook approcah

1 m

Steel Grade

Fe410

Self wt of gantry girder

2 KN/m

Design Process

Maxm wheel load

290 KN

Maximum Factored Load

435 KN

Uniformly crane load

11.11111111

Factored load

16.66666667

Maxm Wheel Load

435 KN 16.66 A c B Fig A 1 9 RA =

461.63 KN

RB = 73.37 KN

Maxm wheel Load on each wheel of crane

230.815

Computation Of Max BM

Note:

Maxmimum Bending Moment will occur when the when the wheel is in a position

such that the one fourth of wheel distance coincides with center of span

230 230 C E F D Fig B 1.25 2.75 3.5 7 Rc =

279.28 KN

RD = 180 KN

Mmax @ point F =

495.00 KN-m

Total maxm Bending moment due to live and impact

25 % of 495 + 495

618.75 KN-m

Computation Of Max SF

Note:

Maximum Shear Force Will Occur when One Wheel is Over the support

230 230 3.45 C D Fig B 3 7.0 RA = 361.42 KN RB = 122.73 KN Vmax = 542.13 KN

Max Vertical Bending moment @ point C =

point E 618.75 KN

Max Vertical Shear =

542.13 KN

Total lateral shear

15% of wheel load

34.5 KN

Moment due to lateral shear

74.25 KN-m

Transverse Wheel load ( per wheel)

5.75 KN

Selection of Section

Approx depth of section

L/12 583.33 600 mm

Approx width of flange

L/30 233.3333333 300 mm

Required Zp

1.4 x Mu/Fy

= 346.5 x 10^4 mm^3

Sectional Properties

Assign a Suitable section & its Properties

ISWB Unit ISMC

Properties

600 mm 300 17038 mm2 4564

Self weight

1311.6 N/m 298.2 Ixx 106198.5 cm4 6362.6 Iyy 4702.5 cm4 310.8 250 mm 90 21.3 mm 13.6 11.2 mm 7.6 600 mm 300

C.G of section

0 mm 23.6 17 mm

8 cm 300 203.75 600 y=360 250 Izz =

1124 x 10^6

mm^4 Iyy =

5013.5 x 10^4

Iyy bottom = 2773 X 10^4

Iyy Top = 7970 x 10^4

Ze = 346.5 x 10^4

mm^3

Zey = 53.2 x 10^4

mm^3

Zp = 550 x 10^4

mm^3

Zpy = 82.4 x 10^4

mm^3

Check Modulus of plasticity

Zp req < Zp provides

Check for Moment capacity

Calculation of Plastic section modulus

Flange of I section

4.86 < 9.4 Plastic For Web 49.76<84 Plastic Channel 6.05<9.4 Plastic

Hence Bb = 1

Moment check

Mdz for elastic

800 KN-m

Mdz for plastic

1200 KN-m

Mdy

180 KN-m

Check for combined local capacity

Mz My Mdz Mdy 0.88 < 1 Safe

Shear Capacity

Vd 819 "}">KN Provides > "}">>

542 required

Safe

Check for deflection

3 PL^3 3C C 6EI 4L L = 11.95 mm

Deflection due to self weight

5WL^4 384EI = 3.48 mm

Total deflection

15.43 mm

Maxm Deflection

Span 7000.00 250 250 = 28 mm Safe









































	3.45

















































		Sectional Area A



		Flange Width ,b
		Flange Thk , tf
		Web Thk , tw
		Wed Depth , h


		Radius of root, r1






























(346.5 < 550 ) x10^4 safe

Project 2

Ship work like this
in your own course.

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Ship work like thisin your own course.

Talk to a career counsellor

Ship work like this
in your own course.