Project 2

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

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

1. Design Foundations using STAAD Foundation.
2. Attach necessary sketches and drawings wherever required.
3. All stipulations, assumptions and design parameter must adhere to Indian Standards

GEOMETRY / MODEL CREATION:

PROPERTIES:

3D VEIW OBJECT:

Material: STEEL

BETA Angle 90 degree for wind / gable columns

SPECIFICATION:

• Member Tension
• End MY MZ
• Start MY MZ

LOAD CALCULATION IN STRUCTURE BUILDING
Width		30	m
Length		50	m
Eave Height		9	m
Bay Spacing		6	m
Soil Type		Medium
Roof Slope		1 in 12
Location		Chennai
STEP 1	LIVE LOAD CALCULATION
Live Load		0.75	kN/m
Rafter adding on UDL		4.5	kN/m
Main Frame Rafter		3.375	kN/m
Gaple Frame Rafter		1.6875	kN/m
EAVE GUTTER SIZE		250X250X1mm		(Water Outlet Pipe)
		3.75	kN
		1.875
STEP 2	DEAD LOAD CALCULATION
F.O.S		1.15		(self weight)
Weight of roof Sheeting			5	kg
Weight of sag rods & braces			5	kg
Collatral load			10	kg/m^2
Total Load			20	kg/m^2
			0.2	kN/m^2
UDL on rafter		(main frame)
SPACING	6
	1.2	kN/m	(UDL on Rafter)
UDL on rafter from purlin			IS811	Taple 10
			Z=270X75X20X2.55		8.77	kg/m
			30.06857143	kg/m
			0.300685714	kN/m
UDL on main frame
			1.500685714
UDL on gaple frame			0.750342857	kN/m
DEAD LOAD ON COLOUMN
Load on cloumn (main frame)
Weight of side wall sheeting			5	kg/m^2
Weight of sag rods & braces			5	kg/m^2
Load from sag rods & brace			10	kg/m^2	0.1	kN/m^2
			0.6	kN/m
Weight of grid			270*75*20*2.55		8.77	kg/m
			52.62	kg/m
			0.5262	kN/m
Total Load			1.1262	kN/m	(main frame)
			0.5631		(gaple frame)
DEAD LOAD EAVE STRUCT & CUTTER
Point load	270*75*20*3.15		10.7	kg/m
Weight of eave cutter			5.8875	kg/m
Load due to eave struct and cutter
			16.5875	kg/m
			145.140625	kg/m
			1.45140625	kN/m	(main frame)
			0.725703125		(gaple frame)
WIND LOAD CALCULATION
Wind preasure		Pz	0.6*V^2
	Vz	Vb*k1*k2*k3*k4
	Vb	50
	k1	1
	k2	1
	k3	1
	k4	1.15
	Vz	57.5	m/s
Wind preasure Pz		1983.75	1.98375	kN/m
Design wind preasure			Pd	kd*ka*kc*Pz
	kd	1
	ka	0.8
	kc	0.9
	Pd	1.4283	kN/m^2
Preasure co-efficient
	F	(Cpe-Cpi) A*Pd
Internal preasure co-efficient			Cpi	0.5
external				0.5
L/W				1.666666667
H/W				0.3
Roof angle				1 in 12	4.76	5
Pd				1.48	kN/m^2
governing spacing for rafter				8.1
gaple column				6
internal coloumn rafter length				6.5
Cpe value roof taple			(taple 6)
0		90
EF	GH	EG	FH
-0.9	-0.4	-0.8	-0.4
Cpe value on walls
Degree	A	B	C	D
0	0.7	-0.25	-0.6	-0.6
90	-0.5	-0.5	0.7	-0.1
WIND LOAD RAFTER
Internal preasure co-efficient			0.5
External			-0.5
ANGLE	FACE	Cpe	Cpe (+)	Cpi (-)	Cpe-CPI (+)	Cpe-CPI (-)	Pd (+)	Pd (-)
0	EF	-0.9	0.5	-0.5	-1.4	-0.4	-13.468	-3.848
	GH	-0.4	0.5	-0.5	-0.9	0.1	-8.658	0.962
90	EG	-0.8	0.5	-0.5	-1.3	-0.3	-12.506	-2.886
	FH	-0.4	0.5	-0.5	-0.9	-0.5	-8.658	-4.81
WIND LOAD COLOUMN
Internal preasure co-efficient			0.5
External			-0.5
ANGLE	FACE	Cpe	Cpe (+)	Cpi (-)	Cpe-CPI (+)	Cpe-CPI (-)	Pd (+)	Pd (-)
0	A	0.7	0.5	-0.5	0.2	1.2	1.924	11.544
	B	-0.25	0.5	-0.5	-0.75	0.25	-7.215	2.405
	C	-0.6	0.5	-0.5	-1.1	-0.1	-10.582	-0.962
	D	-0.6	0.5	-0.5	-1.1	-0.1	-10.582	-0.962
90	A	-0.5	0.5	-0.5	-1	0	-9.62	0
	B	-0.5	0.5	-0.5	-1	0	-9.62	0
	C	0.7	0.5	-0.5	0.2	1.2	1.924	11.544
	D	-0.1	0.5	-0.5	-0.6	0.4	-5.772	3.848

RAFTER DESIGN

	Design Of Rafter
Span of Rafter			6
Dead Load			2.784	kN/m
Impossed Load			7.875	kN/m
Length of Bearing			100	mm
Yield Strength			250	N/mm^2
STEP 1	DESIGN LOAD CALCULATION
	Factored Load		15.9885	kN/m
	Factored Bending Moment			wl^2/8	71.94825	kN/m
STEP 2	SECTION MODULUS REQUIRED
		Z reqd		316572.3	mm^3
				316.57	cm^2
STEP 3	SECTION CLASSIFICATION
		PROPERTIES OF SELECTION SECTION
		ISMB	250
		A	475.5	mm^2
		D	250	mm
		B	125	mm
		t	6.9	mm
		T	12.5	mm
		Izz	5131.6	cm^4
		Iyy	344.5	cm^4
		Zp	459.76	cm^3
		Flange Crietersion		B/2T	5
		Wep Crietersion		(D-2T)/t	32.60869565
				e	1
				B/2T	<	9.4
				(D-2T)/t	<	83.9
		The section classified as PLASTIC
STEP 3	MOMENT OF RESISTANCE OF THE CROSS SECTION
		MOMENT		Md	(zpxfy)/rm
				Md	104.4909091	kNm
					>	71.95
			Hence section adequte for flexural
STEP 4	SHEAR RESISTANCE OF THE CROSS SECTION
		Shear Capacity		vc	0.6fyAv/rm
				Av	1725	mm^2
				Vc	235.2272727	kN
				V/Vc	47.9655	kN
				<	0.6
STEP 5	CHECK FOR WEP BUCKLING
	Slenderness of wep				2.5d/t
				d	225
					81.52173913
	Design Compressive stresses			Fc	203	N/mm^2
				Pw	31558	N
					315.58	kN
					>	126
		Hence wep is safe against shear buckling
STEP 6	CHECK WEP CRIPPING @ SUPPORT
	Root Radius of ISMP 250			R		13	mm
					tf+ R	25.5	mm
					n2	63.75
					Pcrip	245625	N
						245.63	kN
					>	126
		Hence section adequte for wep cripling
STEP 7	CHECK FOR SERVICEABLITY- DEFLECTION
		Design Load		10.659	kN/m
		Deflection		17.52578387	mm
		Allowaple Deflection		30	mm
		Hence serviceability is satisfied

BASE PLATE DESIGN

		DESIGN OF BASE PLATE
STEP 1		Strength of Concrete			Fcu	40	N/mm^2
		Yield strengrh of Steel			fy	250	N/mm^2
		Material Factor			ym	1.1	kN
		Factored Load				600	kN
STEP 2	STEEL COLOUMN SECTION
		Thickness of flange			12.7	mm
STEP 3	AREA REQUIRED
		Bearing Strength of concrete				0.4 Fcu
						16	N/mm^2
		Area Required				37500	mm^2
		Let size of plate			Bplate	450	mm
					Dplate	300	mm
		Area of palte				135000	mm^2
		Let projection on each side			a = b	25	mm
					w	4.444444444	N/mm^2
	CI 7.4.3.1	Thickness of slap base			ts	4.204374826	mm
					<	12.7	mm
		So use plate of 450x350x16mm

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