Challenge

Project 2

KKarthikeyan Sivakumar12 Sept 2022

1. Design a Warehouse Building located in Chennai using STAAD Pro Connect Edition. The specification must be as follows:

Width	30m
Length	50m
Eave Height	9m
Bay spacing	6m
Soil type	Medium
Safe Bearing Capacity	200 kN/m2
Roof slope	1 in 12

Assume suitable sections for structural elements. Follow IS800:2007, IS1893 and IS 875

Prepare a Design Basis Report for the project
Create structural model using STAAD Pro Connect Edition
Prepare DL, LL, WL and EQL load calculations as per IS 875 standards
Design using MS – Excel
1. Steel column
2. Rafter
3. Base plate
4. Pedestal
5. Z- purlin

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

2. Design a simply supported gantry girder to carry electric overhead travelling crane

Given:

Span of gantry girder = 7 m

Span of crane girder = 9 m

Crane capacity = 250 kN

Self-weight of trolley, hook, electric motor etc. = 40 kN

Self-weight of crane girder excluding trolley = 100 kN

Minimum hook approach = 1.0 m

Distance between wheels = 3 m

Self-weight of rails = 0.2 kN/m

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
	3.45

		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

		Sectional Area A		17038	mm2	4564
		Self weight		1311.6	N/m	298.2
		Ixx		106198.5	cm4	6362.6
		Iyy		4702.5	cm4	310.8
		Flange Width ,b		250	mm	90
		Flange Thk , tf		21.3	mm	13.6
		Web Thk , tw		11.2	mm	7.6
		Wed Depth , h		600	mm	300

		C.G of section		0	mm	23.6
		Radius of root, r1		17	mm
		b		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
(346.5 < 550 ) x10^4 safe

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

Project 2

Ship work like this
in your own course.

Talk to a career counsellor

Ship work like thisin your own course.

Talk to a career counsellor

Ship work like this
in your own course.