Shear Lug Design (www.theengineeringcommunity.org).xlsx

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3		Company Logo	Shear Lug Design
4			Shear Lug Design.xls Rev. 1 01/23/09
5			Project Name	Verification				Project No.			Prepared By	JWT
6			Subject	Shear lug design example				Client			Date	01/23/09
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8		Description
9		Shear lug design verification
10		Reference Steel Design Guide 1, Base Plate and Anchor Rod Design, Second Edition, Example 4.9 and Steel Design Guide 7, Industrial Buildings, Roofs
11		to Anchor Rods, Second Edition, Examples 9.4.2 and 9.4.3
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27		Column			Pier					Lug
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29		Materials and Load
30		Concrete compr. strength		f'c=	4 000	psi
31		Concrete weight modification factor		l=	1,0		Assume normal weight concrete				ACI 318 8.6.1
32		Reinf. bar yield strength		fyreinf =	60	ksi
33		Lug material		Lug =	A36
34		Lug plate yield strength		Fylug =	36	ksi
35		Factored shear load		Vu =	36,8	kips
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37		Geometry
38		Notes:	Assume the shear lug is centered on the pier along both width Wa and width Wb
39			Reference SDG1 Section 4.9
40		Pier width perpendicular to the shear load		Wa =	20,000	in
41		Pier width parallel to the shear load		Wb =	20,000	in
42		Height of pier		Hpier =	36,000	in
43		Column base plate thickness		tbp =	1,250	in
44		Thickness of grout pad		G =	2,000	in
45		Length of shear lug		L =	9,000	in	Perpendicular to the direction of the shear load
46		Shear lug depth below the top of pier		d =	1,500	in	Does not include the thickness of the grout pad
47		Thickness of shear lug		t =	1,250	in	Thickness of column base plate must be >= t				SDG1 3.5
48							*** tbp >= t, Check OK
49		Distance from edge of shear lug to edge of pier		a =	5,500	in	#NAME?
50		Distance from face of shear lug and face of pier		c =	9,375	in	#NAME?
51		Height of shear lug		H =	3,500	in	= d+G	#NAME?
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54		Concrete Bearing
55		Notes:	Reference SDG1 Section 4.9 and SDG7 Section 9.3 and Example 9.4.3
56		Bearing strength reduction factor		jbg=	0,80						SDG1 3.5.2, ACI 349 D.4.6.2 & D.4.4(f)
57		Bearing area of shear lug		Alug =	13,50	in2	#NAME?
58		Factored shear load		Vu =	36,80	kips	#NAME?
59		Design bearing strength		jbgPn=	43,20	kips	#NAME?
60		Capacity ratio		CR =	0,85		#NAME?		*** CR <= 1.0, Check OK
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62		Concrete Shear
63		Notes:	Reference SDG1 Section 4.9 and SDG7 Example 9.4.3
64		Shear strength reduction factor		σ =	0,75						ACI 318 9.3.2.3
65		Depth of shear failure plane		b =	10,88	in	#NAME?
66		Width of shear failure plane		f =	20,00	in	#NAME?
67							Minimum Wa and L+(2*c). Assume the failure plane projects from each end of the shear lug at a 45 degree angle toward the face of the pier.
68		Projected area of shear failure plane, area of shear lug not included		Av =	204,00	in2	#NAME?
69		Factored shear load		Vu =	36,80	kips	#NAME?
70		Ultimate shear strength		jsVn=	38,71	kips	#NAME?
71		Capacity ratio		CR =	0,95		#NAME?		*** CR <= 1.0, Check OK
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73		Shear Lug Plate Bending
74		Notes:	Reference SDG1 Example 4.9
75		Plate bending strength reduction factor		jb=	0,90						SCM F1
76		Plastic section modulus of shear lug		Zy =	3,52	in3	#NAME?				SCM Table 17-27, Rect. w/ axis thru center
77		Factored moment in lug		Mulug =	101,20	in-kips	#NAME?
78		Design bending strength of shear lug		jbMn=	114,05	in-kips	#NAME?
79		Required thickness of lug		treqd=	1,18	in	#NAME?
80		Capacity ratio		CR =	0,89		#NAME?		*** CR <= 1.0, Check OK
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82		Weld of Shear Lug to Base Plate
83		Notes:	Assume a continuous fillet weld along the length of the shear lug on both sides
84			Reference SDG1 Example 4.9 and SDG7 Example 9.4.3
85		Strength reduction factor for fillet welds		jw=	0,75						SCM Table J2.5
86		Electrode classification no.		Fexx =	70	ksi					SCM Table J2.5
87		Thickness of fillet weld		tweld =	0,375	in	Generally provide fillet welds up to 0.75" before using groove welds				SDG1 2.4
88		Dist. c.g weld to c.g. weld		s =	1,500	in	#NAME?
89		Weld stress due to bending		fc =	7,50	kips/in	#NAME?
90		Weld stress due to shear		fv =	2,04	kips/in	#NAME?
91		Resultant stress in weld		fr =	7,77	kips/in	#NAME?
92		Design strength of weld		jwRn=	8,35	kips/in	#NAME?				SCM eq. J2-4 & J2-5
93		Capacity ratio		CR=	0,93		#NAME?		*** CR <= 1.0, Check OK
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96		Pier Shear Strength
97		Note:	Reference SDG7 Example 9.4.2
98		Strength reduction factor		σ =	0,75						ACI 318 9.3.2.3
99		Clear cover to stirrup		Cside =	1,500	in
100		Bar size of vertical pier reinforcing		Barvert =	1