Steel_Beam_Composite_Design_Natural_Frequency_Deflection_VERY_VERY_GOOD_Mahfuz.xls

	A	B	C	D	E	F	G	H	I
1				PROJECT: xxxxxxxxxxxxxxxxxxxxxx
2
3				Part of Structure: xxxxxxxxxxxxxxxxxxxxx
4
5				Beam No.: B1
6				Designed by: xxxxxxxxxxxxxxx
7	Design Information:
8
9		Type of construction:		Unpropped		Simply supported
10
11
12	Beam span:		13.299	m	Beam spacing left:		3.600	m
13					Beam spacing right:		2.878	m
14
15	Overall depth of slab Ds:			175	mm	Deck: Bondek II profiled sheeting
16						Profile depth Dp =		54	mm
17	Shear connectors:					Trough spacing =		200	mm
18		Stud diameter =		19	mm	Trough width, average =		168	mm
19		As-welded length =		95	mm
20
21	Concrete:		Compressive strength =			30	N/mm2
22				Density (NWC) =		24	kN/m3
23
24	Loading:
25		Dead load from composite flooring =				4.205	kN/m2
26		Imposed load on flooring =				15	kN/m2
27		Construction load (temporary)=				0.5	kN/m2
28
29	Initial selection of beam size:
30
31		Assume span/depth ratio =			20
32			Beam depth =		664.95	mm
33
34		Choose initially		610 X 305 X 179 UB
35			Ix-x =	151500	cm4		Se =	4907	cm3
36			Sp =	5515	cm3		A =	228	cm2
37			Depth =	617.5	mm	Beam self weight =		1.79	kN/m
38		Web thickness =		14.1	mm
39		Flange thickness =		23.6	mm
40		Steel Grade 43,		since T>16, Py =		265	N/mm2
41				Elasticity modulus =		205	kN/mm2
42
43	Construction condition:
44
45		Design load in construction condition =				24.17	kN/m
46
47		Design moment at construction condition =				534.24	kNm
48
49		Moment of resistance of steel section =				1461.48	kNm
50
51		Moment capacity is O.K.
52
53	Check elastic stress due to self weight:
54
55		Moment due to self weight =			340.68	kNm
56
57		Bending elastic stress =			69	N/mm2
58
59	Deflection of soffit of beam after construction:
60
61			Deflection =		20.2	mm
62		This deflection is = Span /			658
63		Limiting span/deflection ratio =			380
64		Deflection is O.K.
65
66	Composite condition - Ultimate load:
67
68		Factored load on composite beam =				99.31	kN/m
69
70		Ultimate design moment on c.beam =				2195.54	kNm
71
72		Dead load support reaction (service) =				102.47	kN
73		Imposed load support reaction (service) =				323.07	kN
74			Effective breadth of slab =			3324.75	mm
75
76		Resistance of slab in compression = Rc =					5431.0	kN
77		Resistance of steel section in tension = Rs =					6042.0	kN
78
79		Since Rc<Rs, P.N.A lies in steel flange
80
81		Moment resistance for full shear connection = Mpc =					2486.8	kNm
82
83		Moment capacity is O.K.
84
85	Degree of shear connection:
86
87		Number of shear connectors used per trough =					1	Nos.
88
89		Number of shear connectors in half span =					33	Nos.
90
91	Resistance of shear connectors:
92
93		Characteristic strength =			100	kN
94		Design strength = 0.8x100 =			80	kN
95
96			Reduction factor r =		2.01	should be <	1
97
98			Therefore take r =		1
99
100		Total resistance of shear connectors Rq =				2659.8	kN