WebTaperedFrame.xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N
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2				PROJECT :								PAGE :
3				CLIENT :								DESIGN BY :
4				JOB NO. :			DATE :					REVIEW BY :
5	Web Tapered Frame Design Based on AISC-ASD 9th, Appendix F
6
7	INPUT DATA & DESIGN SUMMARY
8	STEEL YIELD STRESS			Fy =	36	ksi
9	LEFT COLUMN DIMENSIONS				bf =	5	in
10					tf =	0.1875	in
11					tw =	0.1345	in
12					d1 =	12	in
13					d2 =	17	in
14					H1 =	12	ft
15	RIGHT COLUMN DIMENSIONS			bf =	5	in
16				tf =	0.25	in
17				tw =	0.25	in
18				d3 =	12	in
19				d4 =	34	in
20				H2 =	14.2	ft
21	LEFT BEAM DIMENSIONS				bf =	5	in
22					tf =	0.25	in
23					tw =	0.3125	in
24					d5 =	9	in
25					d6 =	13	in	RIDGE HEIGHT		H =	13	ft
26					L1 =	15	ft	GRAVITY LOAD		w =	0.24	kips / ft ( " - " for wind uplift)
27	RIGHT BEAM DIMENSIONS			bf =	5	in		LATERAL LOAD		F =	2.6	kips ( " - " to left direction)
28				tf =	0.25	in		BEAM STIFFENER SPACING				abm =	10	ft
29				tw =	0.3125	in		COLUMN STIFFENER SPACING				acol =	5	ft
30				d5 =	9	in
31				d7 =	38	in					UNBRACED LENGTH / PURLIN SPACING	Lb,top =	5	ft
32				L2 =	27	ft					UNBRACED LENGTH AT BOTTOM FLANGE	Lb,bot =	10	ft
33														(Diaphragm is not bracing member. L is different with " l " in F1.3, pg 5-47)
34		THE FRAME DESIGN IS ADEQUATE.
35
36	ANALYSIS
37	DETERMINE REACTIONS
38	R1 =	-2.7	kips
39	R2 =	4.3	kips
40	R3 =	5.3	kips
41	R4 =	5.8	kips
42	R5 =	5.3	kips
43	R6 =	0.7	kips
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45
46
47	DETERMINE ALLOWABLE FLEXURAL STRESS (APP. F7.4, pg 5-103)
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49
50
51
52
53
54	where	Af = tf bf						g = MIN[(dL - d0) / d0 , 0.268 L/d0, 6.0]
55		ATo = tf bf + d0 tw / 6						ITo = (tf bf3 + d0 tw3 / 6) / 12
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57
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60
61
62
63														(cont'd)
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67
68			Length	g	ATo	ITo	rTo	Hs	Hw	Fsg	Fwg	B	Fbg
69		Left Col	11.5	0.42	1.21	2	1.27	1.40	1.02	4.85	14.03	1.51	17.56
70		Right Col	12.7	1.83	1.75	3	1.22	2.61	1.08	3.14	9.37	1.31	12.86
71		L. Bm (+)	14.3	0.44	1.72	3	1.23	1.21	1.01	22.91	69.97	1.50	21.60
72		( - )	14.3	0.44	1.72	3	1.23	1.30	1.02	10.68	17.32	1.50	19.28
73		R. Bm (+)	25.6	1.79	1.72	3	1.23	1.85	1.05	14.98	65.24	1.31	21.60
74		( - )	25.6	3.22	1.72	3	1.23	3.18	1.12	4.37	14.22	1.21	15.99
75
76	DETERMINE ALLOWABLE SHEAR STRESS (F4, pg 5-49)
77
78						where	h = dL - 2 tf
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80
81
82
83
84			a	h	h / tw	380 / Fy0.5		Kv	Cv	Fbg
85		Left Col	10.0	16.63	124	63		5.42	0.44	5.52
86		Right Col	10.0	33.50	134	63		5.65	0.39	4.90
87		Left Bm	5.0	12.50	40	63		5.51	1.86	14.40
88		Right Bm	5.0	37.50	120	63		6.90	0.60	7.46
89
90	DETERMINE ALLOWABLE COMPRESSIVE STRESS (APP. F7.3, pg 5-102)
91
92						where	Kg =	(effective length factor by an analysis)
93							S = Kg l / rox
94
95
96
97							E =	29000	ksi
98
99			l	Kg	Cc	Ix	A	rox	S	Fag
100		Left Col	11.5	2.0	126	53	3.49	3.90	70.61	16.37