BEAM TO COLUMN RIGID CONNECTION,FRICTION TYPE CONNECTION,USING HIGH STRENGTH BOLTS,ACCORDING E.C.O.P.2001 (www.theengineeringcommunity.org).xlsm

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O	T	U	V	W	X	Y	Z
1	BEAM TO COLUMN RIGID CONNECTION			RESULTS RATIOS:-
2	FRICTION TYPE CONNECTION			Tb ratio =	#VALUE!
3	USING HIGH STRENGTH BOLTS			qb ratio =	#VALUE!
4	ACCORDING E.C.O.P.2001			E. PL. 1 =	#VALUE!	E. PL. 2 =	#VALUE!
5															MOHAMED HUSSAIN
6	TITLE :		PROJECT :.	0ID-Project Name		Frame No.		Beam No.		Joint No.			Design:.	Eng. M.Hussain
7	TITLE :		Date & Time :.	4/24/26 23:18		Conn. No.		Column No		Comb. No.			Approval:.	Dr. Fouad Fayez
8
9	BUILDING TYPE :-			Ordinary Steel Work
10
11	STRAINING ACTIONS :-			BEAM SECTION :-				COLUMN SECTION :-
12
13	Mx	65	m.t.	h (total)	800	mm		h	500	mm								10,9
14	N (+ve)	0	ton.	tw	8	mm		tw	8	mm								8,8
15	N (-ve)	8	ton.	b	200	mm		b	300	mm							Ordinary Steel Work	Bridges or Cranes
16	Qy	13	ton.	tf	16	mm		tf	25	mm
17				sw (if fillet)	0	mm												M-12
18				q Bot.Flange incl.	0	degrees												M-16
19																		M-20
20	CONNECTION DETAILS :-																	M-22
21																		M-24
22	Bolts Detail :.																	M-27
23	No.Rows of Bolts (in tension side)			3	Rows			Distances between Bolts :.										M-30
24	No.Rows of Bolts (in comp. side)			2	Rows			a	50	mm								M-36
25	No.Bolts/row			4	Bolts			a1	120	mm
26	Bolts Diameter			M-22				a2	100	mm							with stiffeners
27	Bolts Grade			10,9				a3	280	mm							without stiffeners
28
29	End Plate Detail :.
30	Yield Stress for Plate		fy	3,6	t/cm2			with stiffeners
31	Depth of Plate		dp	1000	mm			No.stiff.	3	stiff.							1	2
32	Width of Plate		bp	300	mm			ts =	8	mm
33	Thickness of Plate		tp	30	mm			L =	100	mm
34								L* =	100	mm
35	CHECK SAFETY OF BOLTS :-							Lmax=	100	mm
36
37	Stressed Area of Bolt		As	#VALUE!	cm2			Prying Force Parameter (cm) :.
38	Pretension Force / Bolt		Tpre	#VALUE!	ton.			a	5	cm
39	Shear Resistance / Bolt		Ps	#VALUE!	ton.			b*	5	cm
40	Plate Area		Ap	3000	cm2			w	7,5	cm
41	Plate Inertia		Ip	2500000	cm4			tp	3	cm
42	Width/Bolt		w	7,5	cm
43	Max T (external/Bolt)		T ext/b	9,545	ton.
44	Prying Force(percentage)		P	#VALUE!	T ext/b											y1 cm	50	f1 t/cm2	0,130	Text/b1	9,545	ton.
45	Prying Force (Value)		P	#VALUE!	ton.											y2 cm	39	f2 t/cm2	0,101	Text/b2	7,186	ton.
46	Total Tension/Bolt		T ext/b + P =	#VALUE!	ton.	#VALUE!	#VALUE!	ton.	#VALUE!							y3 cm	28	f3 t/cm2	0,073	Text/b3	7,644
47	Shear strength of Bolts		Qall	#VALUE!	ton.	#VALUE!	13	ton.	#VALUE!
48
49	CHECK SAFETY OF END PLATE :-
50
51	C.G. of Cross Section		y`	28,68	mm.
52	Inertia of Cross Section		I	1068,03	cm4
53	Modules of Cross Section		Z	105,42	cm3
54	Moment at sec (1)		M1	#VALUE!	cm.ton.
55	Moment at sec (2)		M2	#VALUE!	cm.ton.
56	Critical Bending Stress		f1	#VALUE!	t/cm2	#VALUE!	2,59	t/cm2	#VALUE!
57	Critical Bending Stress		f2	#VALUE!	t/cm2	#VALUE!	2,09	t/cm2	#VALUE!
58
59	CHECK OF COLUMN WEB CRIPPLING:
60
61	Applied Area =		32,00	cm2
62	Resisting Area =		26,08	cm2	USE 'TWO STIFFENERS AT COMPRESION ZONE'
63	Area req / stiffner =		2,96	cm2
64	b (stiffner) = (Recom.)		145	mm
65	t (stiffner) = (Recom.)		14	mm
66	weld size =		6	mm
67	weld (No.sides) =		2
68	L (stiffner) =		50	mm	O.K.
69
70	CHECK OF COLUMN FLANGE TENSION:
71
72	tf-col. (min) =		24	mm	O.K.
73
74	CHECK OF COLUMN WEB BUCKLING:
75
76	Applied Force (F) =		86,91	ton.
77	Resisting Force (R) =		45,36	ton.	USE 'TWO DIAGONAL STIFFENERS' OR 'DOUBLER PLATES'
78
79	Use Diagonal Stiffener :.				OR			Use Doubler Plates :.
80	Applied Force(F-R/cos45)=		58,76	ton.	OR			Applied Force (F-R) =		41,55	ton.
81	Area req / stiffner =		14,07	cm2				No.Plates =		2
82	b (stiffner) = (Recom.)		145	mm				t/Plate =		4	mm
83	t (stiffner) = (Recom.)		14	mm
84	weld size =		6	mm
85	weld (No.sides) =		2
86	L (stiffner) =		240	mm	o.k.
87
88	CHECK SAFETY OF WELDS :-
89
90	Weld for Flanges :.							Weld for web :.
91	weld size =		30	mm				weld (No.sides) =		2
92	Area (weld) =		225,6	cm2				weld size =		4	mm	o.k.
93	Inertia (weld) =		350456,016	cm4
94	Normal Stress =		0,83	t/cm2	<	1,04	t/cm2	USE BUTT WELD ALL AROUND THE FLANGE
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