EC 3_Compression & bending member.xlsm

	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
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2				Calculation sheet	Compression & bending member
3				Project					Originated
4				Location					Checked
5				Owner					Approved
6				Standard	BS EN 1993-1-1:2010 Design of Steel Structures - Part 1-1				Date	7/7/2026
7
8		I.	STANDARD AND DOCUMENT
9		-	BS EN 1993-1-1:2010 Design of Steel Structures - Part 1-1
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11		II.	INPUT DATA
12		1.	The dimension of cross section
13			I, H shape - Welded
14	z`		h	400 mm	h2								TƯƠNG QUAN GIỮA TCVN & EUROCODE											Bước 1: Tính hệ s ố quy đổi = fcuk /fcu
15			b1 (b2)	400 mm	b2								TCVN			B25	B30	B35	B45					Bước 2: Tính cường độ trung bình của mẫu chịu nén (fcm) của bê tông ở tuổi 28 ngày cho mẫu lập phương fcm(cu) = fcuk/fcu * fcm(c)
16				400 mm									TCVN			M350	M400	M450	M600					Bước 3: So sánh các giá trị cườngđộ trung bình của cac m ẫu thử theo TCVN và của EUROCODE 4 một cách gần
17			tf1(tf2)	21 mm	tf2						Nhập		Tiêu chuẩn	Lớp độ bền		C20/25	C25/30	C30/37	C35/45	C40/50	C45/55	C50/60		đúng ta có các con số của bảng bên.
18				21 mm							Xuất		EUROCODE	Mẫu hình trụ		28	33	38	43	48	53	58
19			tw	13 mm	tw2								fcm (Mpa)	Mẫu lập phương		35	46	46,7	55	60	64,7	69,6
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21
22			Cross section					As =	214,54	cm2	3
23			Perimeter					Ps =	2400,00	mm			Class	fck	Ecm	fctm						Steel
24			Moment of inertia about y-y					Iy =	65361,59	cm4				N/mm2	N/mm2	N/mm2						Type	fy	f	fu	fws	E
25			Moment of inertia about z-z					Iz =	22406,55	cm4			C20/25	20	29000	2,2							MPa	MPa	Mpa	Mpa	Mpa
26			Elastic section modulus taken about the y -axis					Sy	3268,08	cm3			C25/30	25	30500	2,6						CCT34	220	210	340	153	2,10E+05
27			Elastic section modulus taken about the z -axis					Sz	1120,33	cm3			C30/37	30	32000	2,9						CCT38	240	229	380	171	2,10E+05
28			Plastic section modulus about the y-axis					Zy	3600,13	cm3			C35/45	35	33500	3,2						CCT42	260	248	420	189	2,10E+05
29			Plastic section modulus about the z-axis					Zz	1695,13	cm3			C40/50	40	35000	3,5						SS330	195	186	330	148,5	2,10E+05
30			The effective length of member					Lcr =	7000,00	mm			C45/55	45	36000	3,8						SS400	235	224	400	180	2,10E+05
31													C50/60	50	37000	4,1						SS490	275	262	490	220,5	2,10E+05
32		2.	The material strength										Characteristic compressive str fck (cylinders)									SS540	390	371	540	243	2,10E+05
33			Steel grade						Q345B				Mean tensile strength fctm									Q295A	275	262	390	175,5	2,10E+05
34			Yield strength of structural steel					fy	325	Mpa			Secant modulus of elasticity Ecm									Q295B	275	262	390	175,5	2,10E+05
35			Young modulus					Es =	2,10E+05	N/mm2												Q345A	325	310	470	211,5	2,10E+05
36																						Q345B	325	310	470	211,5	2,10E+05
37		3	The load data																			Q345C	325	310	470	211,5	2,10E+05
38			Compression force					NEd	3000	kN
39			The design value of the bending moment about y axis					My,Ed	500	kN.m
40			The design value of the bending moment about z axis					Mz,Ed	100	kN.m
41			The design value of the shear force					VEd	500	kN
42
43		III.	CALCULATION
44		1.	Compression check
45		1.1	Section classification
46			For web
47			c/t =	27,54	-
48			e =	0,85	-					Part subject to compression
49	1		Web is	Class 1
50
51			For flange
52			c/t =	9,21
53			e =	0,85						Part subject to compression
54	3		Flange is	Class 3
55	3		Section is	Class 3
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61
62					Internal compression part (Web)					Internal compression part (Flange)
63
64		1.2	Compression (No buckling)
65			The design value of the compression force, Ned
66			must be smaller than the design resitance of the
67			cross-section for uniform compression Nc,Rd
68			NEd/ Nc,Rd ≤ 1.0
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70			Where
71			NEd	3000	kN
72			A	21454	mm2
73			gM0	1	-	partial factor for resistance of cross -section whaterver the class is
74			Nc,Rd	6972,55	kN	A x fy/ gM0	for class 1,2 or 3 cross-section
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76		1.3	Compression (Buckling)
77			The design value of the compression force, NEd must be smaller than the design buckling resistance of the compression member, Nb,Rd
78			NEd/Nb,Rd ≤ 1
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80
81
82			Buckling curves
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87
88			Where
89			Ncr =	27646,84	kN
90				0,50	-
91					but c ≤ 1.0						Determine the buckling curve
92															Buckling curve
93											Cross section	Limits		Buckling about axis	S235,S275,S355, S420
94			Where								Rolled sections	h/b > 1.2	40 < tf <=100	y-y	b
95			a	0,34	-	imperfection factor
96			ф	0,68
97			c	0,88	-
98			gM1	1,00	-	resistance of member to instability assessed by member check
99			NbRd	6158,45	kN
100			The section is satisfied