Gusset 12_Review.xls

	B	C	D	E	F	G	H	I	J	K	L	M	N	O
1
2	Bay size			Plate			A36		Brace	A500 Round Grade B		Beam
3	L =	15	ft	Material		Fy =	36	(ksi)	Material			Material	A992
4	H =	13	ft			Fu =	58	(ksi)				Fy	50	(ksi)
5		49.1	deg.	Dimensions								Section	W18X55
6	Analysis					Width adustment factor	1.00		Fy	42	(ksi)	Stiffening
7		Uniform Force Method						Suggested	Ry	1.4		Web stiffener?		Yes
8		Uniform Force Method				t =	7/8 in.	3/4 in.	Fu	58	(ksi)	Edge stiffener?		No
9	Factor to account for weld stress concentrations					Slot width	1 in.	1 in.	RT	1.3		Gusset b/t at end of brace =
10		1.25					L	L				Gusset b/t at end of brace =		4.56
11							(in.)	(in.)	Section	HSS8.625X.312		Edge length measured
12	Gusset K =	1.2				Gusset lap with brace (min.) =	17.00	17.00					to brace end
13	Control					Horizontal =	17.00	17.00	Reinforcement	(2 plates)		Column
14		Vertical and horizontal dimensions				Vertical =	10.00	10.00	Material	A572 Gr.42		Material	A992
15		Vertical and horizontal dimensions				Width and angle (beam side) =	8.30	13 deg	t =	3/8 in.		Fy	50	(ksi)
16	Precision					Width and angle (col. side) =	8.31	13 deg			Suggested	Section	W12X152
17		0.5	(in.)	Workpoint horizontal eccentricity					b =	4.00 in.	4.00 in.	Stiffening
18	Welds			Workpoint horizontal eccentricity		eh =	0	(in.)	A/ Ae =	0.94		Web stiffener?		No
19	FEXX	70	(ksi)			Hinge tolerance	1	(in.)				Edge stiffener?		No
20		s	Max. Useful			Shoulder	1	(in.)				Gusset b/t at end of brace =
21	Brace weld	5/16 in.	7/16 in.			Weld gap (hor)	0	(in.)				Gusset b/t at end of brace =		4.57
22			Suggested			Weld gap (vert)	0	(in.)	L =	14.00	(in.)	Edge length measured
23	Beam weld	7/16 in.	7/16 in.			Max. Overslot	2	(in.)	Fy	42	(ksi)		to brace end
24	Column weld	7/16 in.	7/16 in.			Buckling length	12.9	(in.)	Ry	1.3
25					Edge stiffener?		No		s	5/16	(in.)	Orientation		Strong
26
27	Limit States	OK!	Specification Equation	Ru	fRn	Ru/fRn
28	Brace		Specification Equation	(kip)	(kip)
29		Net-section rupture	J4-2	462	492	0.94
30		Brace shear rupture	J4-4	462	692	0.67
31		Brace shear yield	J4-3	462	648	0.71
32		Brace weld	J2-4	462	473	0.98
33	Gusset
34		Gusset block shear	J4-5	462	1105	0.42
35		Tension yield	J4-3	462	471	0.98
36		Gusset buckling	J4-6	329	386	0.85
37	Gusset at column
38		Yield (svm)	J4-1	244	284	0.86
39		Tension rupture	J4-2	150	381	0.39
40		Shear rupture	J4-4	104	228	0.46
41		Column weld	J2-4	244	374	0.65
42	Gusset at beam
43		Yield (svm)	J4-1	412	482	0.85
44		Tension rupture	J4-2	198	647	0.31
45		Shear rupture	J4-4	199	388	0.51
46		Beam weld	J2-4	194	313	0.62
47	Column
48		Web yielding	J10-2	150	870	0.17
49		Web crippling	J10-4, 5a, 5b	107	1438	0.07
50	Beam
51		Web yielding	J10-2	NA	432	NA
52		Web crippling	J10-4, 5a, 5b	NA	191	NA
53	Gusset edge buckling			Length	Limit	Length/Limit
54		At column	(Steel Tips)	9.2 in.	18.6 in.	0.49
55		At beam	(Steel Tips)	2.8 in.	18.6 in.	0.15
56
57	Beam-to-column connection forces				Eccentric moment				Vertical and horizontal dimensions			Diagonal dimensions
58	Hcol	150	(kip)		Mecc	0	(in.-kip)		Max. gusset height	23.6	in.	Width	18.7	in.
59	Vbm	198	(kip)						Max gusset length	29.7	in.	Length	32.6	in.
60	M	0	(in.-kip)						Area	699	in.2	Area	609	in.2
61												Stiffener length	0.0	in.
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