STEEL_Design_Bangladesh_V1.1_26-05-08.xls

	A	B	C	D	E	F	G	H	I	K	L
1	Project name:		1
2	Client:		2
3	Address:		3
4	Project locaton:		4
5
6	General Data:
7	Total length of the building, L =					90	ft	27432	mm	27.432	meter
8	Total width of the building or span of gable, B =					42	ft	12801	mm	12.801	meter
9	Bayspacing or spacing of rafter =					18	ft	5486	mm	5.486	meter
10	Eave height of the building, HE =					16	ft	4876	mm	4.876	meter
11	Ridge height of the building, HR =					20.5	ft	6248	mm	6.248	meter
12
13	Solution:
14	Sustained wind pressur, qz = CcCICzVb2
15	1) Basic wind speed from BNBC, Vb =					210	kmph	130	mph
16	2) Structure importance coefficient, CI =					1	(Table 6.2.9, page-6-33)
17	3) Velocity -to-pressure conversion coefficient, Cc =					0.0000472	(Page-6-33)
18	4) Terrain exposure category =					A
19										Interpolation
20	Eexposure coefficient, Cz and sustained wind pressure, qz:						(Table 6.2.10, page-6-33)			At eave	At h
21		C4.5	( 0-15 ft)	0.368	qz =	0.766	kN/m2			0	0
22		C6	(20 ft)	0.415	qz =	0.864	kN/m2			0.7905653333	0.8355146667
23		C9	(30 ft)	0.497	qz =	1.035	kN/m2			0	0
24		C12	(40 ft)	0.565	qz =	1.176	kN/m2			0	0
25		C15	(50 ft)	0.624	qz =	1.299	kN/m2			0	0
26		C18	(60 ft)	0.677	qz =	1.409	kN/m2			0	0
27
28	5) Gust response factor, CG :						(Table 6.2.11, page-6-36)
29		CG4.5	(0-15 ft)	1.654							0
30		CG6	(20 ft)	1.592							1.610021333
31		CG9	(30 ft)	1.511							0
32		CG12	(40 ft)	1.457							0
33		CG15	(50 ft)	1.418							0
34		CG18	(60 ft)	1.388							0
35
36	Average height of the gable, h =					18.25	ft	5.564	meter
37	At eave height of the gable frame, qhe =					0.791	kN/m2
38	For total height or average of gable frame, qh =					0.836	kN/m2
39	Gust response factor at total or average height, CGh =					1.61
40
41	6) Internal peak pressure coefficient, C'pi =				6	0.25
42	Hence internal pressure or internal suction = C'piqh =					0.209	kN/m2
43
44	7) External pressure coefficient Cpe for walls:
45		a) For transverse wind:			B/L =	0.47
46
47		Lower value of B/L =		0.1	Cpe =	-0.5
48		Higher value of B/L =		0.65	Cpe =	-0.6
49
50		Windward wall, Cpe =				0.8	(Figure 6.2.5, page-6-40)
51		Leeward wall, Cpe =				-0.57	(Interpolated value)
52		Side or End walls, Cpe =				-0.7
53
54			h/B =	0.43	and u	12.095	degree
55
56					For u	10	and u	20	degree
57		Lower value of h/B =		0.3	Cpe =	0.2	Cpe =	0.2			0.2
58		Higher value of h/B =		0.5	Cpe =	-0.9	Cpe =	-0.75			-0.87
59
60		Windward roof, Cpe =				-0.5
61		Leeward roof, Cpe =				-0.7
62
63	8) Design pressure for external forces plus internal suction, p = qzCGhCpe+C'piqh
64			Windward wall:	0-15 ft	p =	1.196	kN/m2	0.45	klf
65				15~20 ft	p =	1.322	kN/m2	0.497	klf
66				20~30 ft	p =	1.542	kN/m2	0.58	klf
67				30~40 ft	p =	1.724	kN/m2	0.648	klf
68				40~50 ft	p =	1.882	kN/m2	0.708	klf
69				50~60 ft	p =	2.024	kN/m2	0.761	klf
70
71			Windward roof:		p =	-0.464	kN/m2	-0.174	klf
72			Leeward roof:		p =	-0.733	kN/m2	-0.276	klf
73			Leeward wall:		p =	-0.517	kN/m2	-0.194	klf
74			Side or End walls:		p =	-0.682	kN/m2	-0.256	klf
75
76	9) Design pressure for external forces plus internal pressure, p = qzCGhCpe-C'piqh
77			Windward wall:	0-15 ft	p =	0.778	kN/m2	0.292	klf
78				15~20 ft	p =	0.904	kN/m2	0.34	klf
79				20~30 ft	p =	1.124	kN/m2	0.423	klf
80				30~40 ft	p =	1.306	kN/m2	0.491	klf
81				40~50 ft	p =	1.464	kN/m2	0.55	klf
82				50~60 ft	p =	1.606	kN/m2	0.604	klf
83
84			Windward roof:		p =	-0.882	kN/m2	-0.332	klf
85			Leeward roof:		p =	-1.151	kN/m2	-0.433	klf
86			Leeward wall:		p =	-0.935	kN/m2	-0.351	klf
87			Side or End walls:		p =	-1.1	kN/m2	-0.414	klf
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