SPLICE CONNECTION (www.theengineeringcommunity.org).xlsx

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O	P	Q	R	S	T	U	V	W	X	Y	Z	AA	AB	AC	AD	AE	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	BI	BJ	BK
1	Detail 7 (MH294 to MH294)																															Detail 8 (NH300 to NH300)
2
3
4
5
6
7				ed																															ed
8
9		h		nr * p																													h		nr * p
10
11				ed																															ed
12
13
14
15
16											5																															5
17
18												ed		nr * p			ed																										ed		nr * p			ed
19											L												287 302 520 521																			L													107 120 191 192
20
21		Size			H * B * tw * tf						=		294		x	200		x	8		x	12		Fy=	235		Mpa		Ag=	7105			Size			H * B * tw * tf						=		300		x	150		x	6,5		x	9		Fy=	235		Mpa		Ag=	4678
22																								Fu=	400		Mpa				mm2																								Fu=	400		Mpa				mm2
23		Plastic section modulus: Zz=									842 000					mm3				Fy=	235		Mpa,										Plastic section modulus: Zz=									542 000					mm3				Fy=	235		Mpa,
24		Required flexual strength: Mu																Mu =	0		kNm				# 302			L/C 107					Required flexual strength: Mu																Mu =	0		kNm					# 192			L/C 106
25		Required axial strength : Pu																Pu=	358,316		kN												Required axila strength : Pu																Pu=	141,329		kN
26		Required shear strength : Vu																Vu=	0,7		kN												Required shear strength : Vu																Vu=	1		kN
27		Nominal strength per unit area of A325 bolt is																Fnt =		90		ksi	=	620		Mpa							Nominal strength per unit area of A325 bolt is																Fnt =		90		ksi	=	620		Mpa
28																		Fnv=		54		ksi	=	372		Mpa																							Fnv=		54		ksi	=	372		Mpa
29	DESIGN OF FLANGE CONNECTION																															DESIGN OF FLANGE CONNECTION
30		Force in flange: Ff = Mu/(H-tf) + PuBtf/Ag =													121		kN																Force in flange: Ff = Mu/(H-tf) + PuBtf/Ag =													41		kN
31
32		Flange splice plate						1	-	9			x	200		x	405			Fy=	235		Mpa,		edge distance: ed=					40			Flange splice plate						1	-	9			x	150		x	405			Fy=	235		Mpa,		edge distance: ed=					40
33			(2 shear plane)					2	-	12			x	80		x	405			Fu=	400		Mpa,			bolt pitch: p=				60				(2 shear plane)					2	-	12			x	60		x	405			Fu=	400		Mpa,			bolt pitch: p=				60
34										(ts)				(w)			(L)			total splice area : Asp =								3720		mm2											(ts)				(w)			(L)			total splice area : Asp =								2790		mm2
35		High-strength Bolts						12		-	M		20		for each flange						number of bolts per row: nb=								3				High-strength Bolts						12		-	M		20		for each flange						number of bolts per row: nb=								4
36															(d)										Nominal gross area: Ab=	314		mm2																		(d)										Nominal gross area: Ab=	314		mm2
37																												Diameter of bolt hole : dh =	22																														Diameter of bolt hole : dh =	22
38		Allowable shear strength of bolts: Ra/Ω = nbnrFnv*Ab/Ω																					number of bolt row：nr =							2			Allowable shear strength of bolts: Ra/Ω = nbnrFnv*Ab/Ω																					number of bolt row：nr =							1,5
39													Ra/Ω=	701		ｋN	＞		Ff=	121			OK				Ω＝	2,0																Ra/Ω=	701		ｋN	＞		Ff=	41			OK				Ω＝	2,0
40
41		Bearing Strength of bolt holes: Rn																															Bearing Strength of bolt holes: Rn
42				clear distance to edge : L1=										28				clear distance to adjacent bolt hole:L2=												36					clear distance to edge : L1=										28				clear distance to adjacent bolt hole:L2=												36
43								Edge bolt									Interior bolt																						Edge bolt									Interior bolt
44								1.2L1ｔ*Fu					2.4ｄｔFu				1.2L2ｔ*Fu				2.4ｄｔFu																		1.2L1ｔ*Fu					2.4ｄｔFu				1.2L2ｔ*Fu				2.4ｄｔFu
45		due to		2 splice plate				241,92					345,6				311,04				345,6												due to		2 splice plate				241,92					345,6				311,04				345,6
46		due to		flange				161,28					230,4				207,36				230,4												due to		flange				120,96					172,8				155,52				172,8
47		strength per bolt: S						161,28									207,36																strength per bolt: S						120,96									155,52
48		number of bolts:n						2									4																number of bolts:n						2									4
49				Rn = ΣS * n =			1152							Rn/Ω＝			576		ｋN	＞		Ff=	121		ｋN		OK		Ω＝	2,0					Rn = ΣS * n =			864							Rn/Ω＝			432		ｋN	＞		Ff=	41		ｋN		OK		Ω＝	2,0
50
51		Tensile stength of splice plate																															Tensile stength of splice plate
52					Ag = Σts*w =				3720		mm2													Ae = Ag - (d+2+2)) * nｒΣ ts=	2712		mm2												Ag = Σts*w =	2790		mm2						Ae = Ag - (dh+2)) * nｒ *Σts=								2034		mm2
53			Rn1/Ω = Fy*Ag/Ω =					523,4730539		kN			Ω=	1,67		,	Rn2/Ω = Fu*Ae/Ω =					542		kN		Ω=	2,0							Rn1/Ω = Fy*Ag/Ω =					392,6047904		kN			Ω=	1,67		,	Rn2/Ω = Fu*Ae/Ω =					407		kN		Ω=	2,0
54			Rn/Ω = Min(Rn1/Ω,Rn2/Ω) =										523		ｋN	＞	Ff=	121			OK													Rn/Ω = Min(Rn1/Ω,Rn2/Ω) =										393		ｋN	＞	Ff=	41			OK
55
56		Block shear strength of outside splice plate																															Block shear strength of outside splice plate
57			Rn = 0.6FuAnv+UbsFuAnt ≦ 0.6FyAgv+UbsFu*Anv																								Gage=	120						Rn = 0.6FuAnv+UbsFuAnt ≦ 0.6FyAgv+UbsFu*Anv																								Gage=	90
58
59					●	●	●									●	●	●								●	●	●								●	●	●									●	●	●								●	●	●
60					●	●	●									●	●	●								●	●	●								●	●	●									●	●	●								●	●	●
61
62					Case　1											Case　2										Case　3										Case　1											Case　2										Case　3
63			Ant=		504			mm2						Ant=		864			mm2					Ant=		1116			mm2					Ant=		324			mm2						Ant=		594			mm2					Ant=		756			mm2
64			Anv=		1800			mm2						Anv=		1 800			mm2					Anv=		900			mm2					Anv=		2448			mm2						Anv=		2 448			mm2					Anv=		1224			mm2
65			Agv=		2880			mm2						Agv=		2880			mm2					Agv=		1440			mm2					Agv=		3960			mm2						Agv=		3960			mm2					Agv=		1980			mm2
66
67		R1:					UbsFuAnt=	201,6		kN								UbsFuAnt=	345,6		kN							UbsFuAnt=	446,4		kN		R1:					UbsFuAnt=	129,6		kN								UbsFuAnt=	237,6		kN							UbsFuAnt=	302,4		kN
68		R2:					0.6Fu*Anv=	432		kN								0.6Fu*Anv=	432		kN							0.6Fu*Anv=	216		kN		R2:					0.6Fu*Anv=	587,52		kN								0.6Fu*Anv=	587,52		kN							0.6Fu*Anv=	293,76		kN
69		R3:					0.6FyAgv=	406,08		kN								0.6FyAgv=	406,08		kN							0.6FyAgv=	203,04		kN		R3:					0.6FyAgv=	558,36		kN								0.6FyAgv=	558,36		kN							0.6FyAgv=	279,18		kN
70
71							Rn=R1+Min(R2,R3)=	607,68		kN								Rn=R1+Min(R2,R3)=	751,68		kN							Rn=R1+Min(R2,R3)=	649,44		kN							Rn=R1+Min(R2,R3)=	687,96		kN								Rn=R1+Min(R2,R3)=	795,96		kN							Rn=R1+Min(R2,R3)=	581,58		kN
72				Rn = Min(				607,68		,	751,68			,	649		) =	608			kN														Rn = Min(				687,96		,	795,96			,	582		) =	582			kN
73				Rn/Ω=		304			＞	Ff,outer =				t,outside*w,outside								=	59		kN	OK			Ω＝	2,0					Rn/Ω=		291			＞	Ff,outer =				t,outside*w,outside								=	20		kN	OK			Ω＝	2,0
74				Rn/Ω=		304		kN	＞	Ff,outer =							Asp					=	59												Rn/Ω=		291		kN	＞	Ff,outer =							Asp					=	20
75		Block shear strength of flange																															Block shear strength of flange
76			The above case 1 shear rupture pattern can be asuumed.																															The above case 1 shear rupture pattern can be asuumed.
77				Ant=	672		mm2,			R1:					UbsFuAnt=	269		kN							Rn=R1+Min(R2,R3)=	810			Ω＝	2,0					Ant=	324		mm2,			R1:					UbsFuAnt=	130		kN							Rn=R1+Min(R2,R3)=	688,0			Ω＝	2,0
78				Anv=	2 400		mm2,			R2:					0.6Fu*Anv=	576		kN			Rn/Ω=		405,1		kN	＞	121,0		kN						Anv=	2 448		mm2,			R2:					0.6Fu*Anv=	588		kN			Rn/Ω=		344		kN	＞	41		kN
79				Agv=	3840		mm2,			R3:					0.6FyAgv=	541		kN								OK									Agv=	3960		mm2,			R3:					0.6FyAgv=	558		kN								OK
80
81	DESIGN OF WEB CONNECTION																															DESIGN OF WEB CONNECTION
82		Shearing force in web: Vu =√(（Vu)^2+ (PuHtw/Ag) ^2)=																	119		kN												Shearing force in web: Vu =√(（Vu)^2+ (PuHtw/Ag) ^2)=																	59		kN
83
84		Web splice plate						2	-	6			x	170		x	200			Fu=	400			edge distance: ed=						40			Web splice plate						2	-	6			x	170		x	200			Fu=	400			edge distance: ed=						40
85			(2 shear plane)							ts				w			h			Fy=	235			bolt pitch: p=						60				(2 shear plane)							ts				w			h			Fy=	235			bolt pitch: p=						60
86
87		High-strength Bolts								6	-		M	20						number of bolts per row: nb=									1				High-strength Bolts								6	-		M	20							number of bolts per row: nb=								1
88														(d)											Nominal gross area: Ab=	314		mm2																	(d)											Nominal gross area: Ab=	314		mm2
89																												Diameter of bolt hole : dh =	22
90		Allowable shear strength of bolts: Ra/Ω =2nr nbFnvAb/Ω																					number of bolt row：nr =							3			Allowable shear strength of bolts: Ra/Ω =2nr nbFnvAb/Ω																						number of bolt row：nr =						3
91													Ra/Ω=	351		ｋN	＞		Vu=	119		OK					Ω＝	2,0																Ra/Ω=	351		ｋN	＞		Vu=	59			OK				Ω＝	2,0
92
93		Bearing Strength of bolt holes: Rn																															Bearing Strength of bolt holes: Rn
94				clear distance to edge : L1=										28				clear distance to adjacent bolt hole:L2=												36					clear distance to edge : L1=										28						clear distance to adjacent bolt hole:L2=										36
95								End bolt									Non-End bolt																						End bolt									Non-End bolt
96								1.2L1ｔ*Fu					2.4ｄｔFu				1.2L2ｔ*Fu				2.4ｄｔFu																		1.2L1ｔ*Fu					2.4ｄｔFu				1.2L2ｔ*Fu				2.4ｄｔFu
97		due to		2 splice plate				161,28					230,4				207,36				230,4												due to		2 splice plate				161,28					230,4				207,36				230,4
98		due to		web				107,52					153,6				138,24				153,6												due to		web									124,8				112,32				124,8
99		strength per bolt: S						107,52									138,24																strength per bolt: S						124,8									112,32
100		number of bolts:n						1									2																number of bolts:n						1									2