Column_LRFDshear (www.theengineeringcommunity.org).xls

	A	B	C	D	E	F	G	H	I	J	K
1				Project:	LINK LIGHT RAIL - DS 720				Engineer:	YP	Project #
2					McCLELLAN STATION				Date:	17-déc.
3				Subject:	COLUMN SHEAR CAPACITY				Checker:		Page:
4									Date:
5
6	AASHTO LRFD with 2002 Interims
7
8
9	Geometry						Materials
10
11	Column Shape		Oblong				f'c =	4	ksi
12							fy =	66	ksi
13	Short dimension			B =	48	in	j =	0,9
14	Long dimension			L =	60	in	Ec =	3640	ksi
15	Clear to spiral from long side			CL =	3,5	in	Es =	29000	ksi
16	Clear to spiral from short side			CB =	3	in
17
18	Spiral bar diameter			dbs =	0,75	in
19	Long. Bar diameter			dbl =	2,25	in
20	Number of spirals			n =	2
21	Spiral bar area			Ab =	0,44	in^2
22	Total Longitudinal Reinforcement			As =	62,4	in^2
23	Concrete Gross Area			Ag = BL - 0.2146*B^2	2386	in^2
24	One spiral concrete core
25	Core diameter			Dc = B - 2CL	41	in
26	Core Area			Ac1 = 0.7854*Dc^2 =	1320	in^2
27	Gross Area			Ag1 = 0.7854*B^2 =	1810	in^2
28	Diam. of CL spiral			D' = Dc-dbs =	40,25	in
29	Diam. at CL long. bars			Dr =Dc-2dbs-dbl =	37,3	in
30	Effective Depth			d =Dc/2+Dr/p =	32,4	in
31
32			PLASTIC HINGE ZONE CONFINEMENT
33
34	Minimum volumeric ratio of spiral reinforcement in the plastic hinge zone:
35
36				1,01%
37
38
39				0,73%
40
41	Maximum ratio		rs =	1,01%
42
43				0,1036	in^2/in
44
45	Maximum pitch		S =	4,26	> 4 in	Use 4 in
46
47	SHEAR CAPACITY IN PLASTIC HINGE ZONE (Assume no concrete cover)
48
49		IN STRONG DIRECTION						IN WEAK DIRECTION
50
51	Loads	Shear	Vu =	466	kip			Shear	Vu =	416	kip
52		Axial	Nu =	0	kip			Axial	Nu =	300	kip
53		Moment	Mu =	12000	kip-ft			Moment	Mu =	5000	kip-ft
54
55	Effective Width		bV = B-2CL =	41	in				bV = L - 2CB =	54	in
56	Effective Depth		dV =L-CB-B/2+Dr/p =	44,9	in				dV =B/2-CL+Dr/p =	32,4	in
57			Longitudinal Reinforcement As =	15,6	in^2				As =	15,6	in^2
58
59			0 <= k1=Nu/(0.1Agf'c) =	0,00	<= 1				k1 =	0,31
60			Vc =	194	kip				Vc =	184	kip
61			k1*Vc =	0,0	kip				k1*Vc =	73,8	kip
62	Required		Vs = Vu/j - k1*Vc =	518	kip				Vs =	388	kip
63			q =	43,9	deg				q =	43,9	deg
64			b =	1,67					b =	1,67
65
66				0,060	in^2/in				Ab/S =	0,045	in^2/in
67
68	Maximum pitch		S =	7,40	in	Smax =	7,40	in	S =	9,86	in
69
70			SHEAR CAPACITY OUTSIDE PLASTIC HINGE ZONE
71
72		IN STRONG DIRECTION						IN WEAK DIRECTION
73
74	Loads	Shear	Vu =	466	kip			Shear	Vu =	416	kip
75		Axial	Nu =	1000	kip			Axial	Nu =	300	kip
76		Moment	Mu =	7000	kip-ft			Moment	Mu =	4000	kip-ft
77
78	Effective Width		bV = B =	48	in				bV = L =	60	in
79	Effective Depth		dV =L-B/2+Dr/p=	47,9	in				dV =B/2+Dr/p =	35,9	in
80			Longitudinal Reinforcement As =	15,6	in^2				As =	15,6	in^2
81
82			k1 =	1					k1 =	1
83			Vc =	269	kip				Vc =	259	kip
84			k1*Vc =	268,9	kip				k1*Vc =	259,4	kip
85	Required		Vs = Vu/j - Vc =	249	kip				Vs = Vu/j - Vc =	203	kip
86			q =	41,9	deg				q =	41,3	deg
87			b =	1,85					b =	1,91
88
89			Ab/S =	0,027	in^2/in				Ab/S =	0,021	in^2/in
90
91	Maximum pitch		S =	16,52	in	Smax =	16,52	in	S =	20,71	in
92
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