Beam_Column Steel Splice.xls

	A	B	C	D	E	F	G	H	I	J	K	L	O	P	Q	R	S	T	U	V	W	X	Y	Z	AA	AB	AC	AD	AE	AF	AG	AH	AI	AJ	AK	AL	AM	AN	AO	AP	AQ	AR	AS	AT	AU	AV	AW	AX	AY	AZ	BA	BB	BC	BD	BE	BF	BG	BH
1	CALCULATION OF BEAM SPLICE
2		Project : SAHVANNAH POWER PROJECT.							Rev. :		0
3		Building : Bagasse & Coal Fired Boiler							Date :		July 11, 2005
4		Engineer : Kobkiat A.							Reviewer :		Wattana U.
5
6	G-300x300x12x19
7
8																									STEEL TABLE
9																									H-100x50x5x8	H-100x100x6x8	H-125x60x6x8	H-125x125x6.5x9	H-150x75x5x7	H-150x100x6x9	H-150x150x7x10	H-175x90x5x8	H-175x175x7.5x11	H-200x100x5.5x8	H-200x150x6x9	H-200x200x8x12	H-250x125x6x9	H-250x175x7x11	H-250x250x9x14	H-300x150x6.5x9	H-300x200x8x12	H-300x300x10x15	G-300x300x12x19	H-350x175x7x11	H-350x250x9x14	H-350x350x12x19	H-400x200x8x13	H-400x300x10x16	H-400x400x13x21	H-450x200x9x14	H-450x300x11x18	H-500x200x10x16	H-500x300x11x18	H-600x200x11x17	H-600x300x12x20	H-700x300x13x24	H-800x300x14x26	H-900x300x16x28
10																									100	100	125	125	150	148	150	175	175	200	194	200	250	244	250	300	294	300	300	350	340	350	400	390	400	450	440	500	488	600	588	700	800	900
11																									50	100	60	125	75	100	150	90	175	100	150	200	125	175	250	150	200	300	300	175	250	350	200	300	400	200	300	200	300	200	300	300	300	300
12																									5	6	6	6.5	5	6	7	5	7.5	5.5	6	8	6	7	9	6.5	8	10	12	7	9	12	8	10	13	9	11	10	11	11	12	13	14	16
13																									7	8	8	9	7	9	10	8	11	8	9	12	9	11	14	9	12	15	19	11	14	19	13	16	21	14	18	16	18	17	20	24	26	28
14																									8	10	9	10	8	11	11	9	12	11	13	13	12	16	16	13	18	18	18	14	20	20	16	22	22	18	24	20	26	22	28	28	28	28
15
16
17	DATA
18	Steel shape					Web Plate				Flange Plate			A36			a
19		Steel grade		A36		Column edge dist.	a1 (mm.)	35		Column edge dist.	c1 (mm.)	35	A572			Even n	dx	2.nb.dx2	Odd n	dx	2.nb.dx2
20		Height	H (mm.)	300		Column bolt dist.	a2 (mm.)	70		Column bolt dist.	c2 (mm.)	70	Bolt type	Fv		2	35	0	1	0	0
21		Width	B (mm.)	300		Row edge dist.	b1 (mm.)	35		Row edge dist.	d1 (mm.)	75	A325-N	145		4	105	0	3	70	0
22		Web thickness	tw (mm.)	12		Row bolt dist.	b2 (mm.)	70		Row bolt dist.	d2 (mm.)	0	A325-X	207		6	175	0	5	140	0
23		Flange thickness	tf (mm.)	19							d3 (mm.)	150	A490-N	193		8	245	0	7	210	0
24		Yield stregth	Fy (N/mm2)	245		Column number	na (NOS)	1		Column number	nc (NOS)	5	A490-X	276		10	315	0	9	280	0		0.50
25		Bearing strength	Fu (N/mm2)	400		Row number	nb (NOS)	3		Row number	nd (NOS)	2				12	385	0	11	350	0
26						Plate thickness	tpw (mm.)	12		Plate thickness	tpf (mm.)	20				14	455	0	13	420	0		dx	dx2
27						Shear plane	Double	2		Shear plane	Double	2	Weld rod			Sum		0			0	åx2	0	0
28						Gap distance	x (mm.)	5		Gap distance	x (mm.)	5	E60XX	420
29						Plate width	Wpw (mm.)	210		Plate width	Wpf (mm.)	300	E70XX	490
30						Plate Length	Lpw (mm.)	70		Plate Length	Lpw (mm.)	350
31																b
32		Bolt (Per side)														Even n	dy	2.na.dy2	Odd n	dy	2.na.dy2
33		Bolt type		A325-N									12			2	35	2,450	1	0	0
34		Diameter of bolt	D (mm.)	20									16			4	105	0	3	70	9,800
35		No. of web bolt	nw (NOS)	3									20			6	175	0	5	140	0
36		No. of flange bolt	nf (NOS)	10									22			8	245	0	7	210	0
37		Allowable shear stress	Fv (N/mm2)	145									24			10	315	0	9	280	0		0.50
38		Bolt hole	Dh (mm.)	22									27			12	385	0	11	350	0
39													30			14	455	0	13	420	0		dy	dy2
40													Single			Sum		2,450			9,800	åy2	70	9,800
41		ENVELOPE FORCE OF MEMBER											Double
42				M (kN-M)	=		=	246
43				V (kN)	=		=	176
44
45		WEB SPLICE :CHECK BOLT CAPACITY (Check for farest bolt in group)
46		Eccentricity		e (mm)	=	x/2+a1+(na-1)a2/2	=	38
47		Moment from shear force		Mu (kN-mm.)	=	V.e	=	6,600
48				åd2	=	åx2+åy2	=	9,800
49		Horizontal shear from moment		Rux (kN)	=	Muy/åd2	=	47
50		Vertical shear from moment		Ruy (kN)	=	Mux/åd2	=	0
51		Vertical shear from shear force		Ruv (kN)	=	V/nw	=	59
52		Force resultant		Ru (N)	=	((Rux)2+(Ruy+Ruv)2)0.5	=	75,261
53		Area of bolt		Ab (mm2)	=	pD2/4	=	314
54		Shear capacity		Va (N/bolt)	=	FvAb	=	91,106					1.2Fu	Le Fu/ 2D	Le
55		Bearing capacity		Fp (N/bolt)	=	1.2 Fu D tw	=	115,200					115,200	192,000	80
56		Shear capacity control					=	91,106	>	75,261	OK.
57
58		WEB SPLICE :CHECK WEB PLATE THICKNESS											1.2Fu	Le Fu/ 2D	Le
59		Bearing capacity		Fp (N/bolt)	=	1.2 Fu D tw	=	115,200	>	75,261	OK.		115,200	84,000	35
60
61		FLANGE SPLICE :CHECK BOLT CAPACITY
62		Tension in splice plate.		T (N)	=	M/(H+tpf)	=	768,750
63		Shear capacity		Va (N)	=	nFvAb	=	911,062					1.2Fu	Le Fu/ 2D	Le
64		Bearing capacity in splice plate		Fp (N)	=	1.2 Fu n D tpf	=	3,840,000					3,840,000	2,800,000	35
65		Bearing capacity flange			=	1.2 Fu n D tf	=	1,824,000					1,824,000	1,330,000	35
66		Shear capacity control			=		=	911,062	>	768,750	OK.		MIN CONTROL	911,062
67
68		FLANGE SPLICE :CHECK FLANGE PLATE THICKNESS
69		Gross area		Ag (mm2)	=	Wpftcp	=	12,000
70		Net area		An (mm2)	=	(Wpf - ndDh)tpf	=	10,240
71		Effective area		Ae (mm2)	=	UAn ≤ 0.85Ag	=	10,200
72		Tension capacity		Ta (N)	=	0.6 FyAg	=	1,764,000	>	768,750	OK.
73				Ta (N)	=	0.5 FuAe	=	2,040,000	>	768,750	OK.
74
80		CHECK BLOCK SHEAR FAILURE AT SPLICE PLATE
81		Area of shear resistance		Anv (mm2)	=	[(c1+(nc-1)c2)-(nc-0.5)Dh]tpf	=	4,320
82		Area of tensile resistance		Ant (mm2)	=	[d1+d2-(0.5nd-0.5)Dh]tpf	=	1,280
83		Block shear capacity		Ta (N)	=	0.3FuAnv + 0.5FuAnt	=	774,400	>	768,750	OK.
84
85		So,
86		WEB SPLICE:		Plate	2	PL- 210 x 145 x 12 mm.		Bolt -	3	M - 20 per side
87		FLANGE SPLICE:		Out side plate	2	PL- 300 x 705 x 20 mm.		Bolt -	10	M - 20 per side			In side Plate Width
88				In side plate	4	PL- 64 x 705 x 20 mm.							64
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