AnchorageToConcrete (www.theengineeringcommunity.org).xlsx

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O	P	Q
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2					PROJECT :								PAGE :
3					CLIENT :								DESIGN BY :
4					JOB NO. :				DATE :				REVIEW BY :
5	Base Plate and Group Anchors Design Based on ACI 318-19 & AISC 360-10/16
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7	INPUT DATA & DESIGN SUMMARY
8	CONCRETE STRENGTH					fc' =	4	ksi, (28 MPa)
9	SPECIFIED STRENGTH OF ANCHOR					futa =	58	ksi, (400 MPa)
10	BASE PLATE YIELD STRESS					fy =	36	ksi, (248 MPa)
11	CRITICAL BASE PLATE CANTILEVER					m =	3,3	in, (84 mm)
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13	FACTORED AXIAL LOAD AT WORK POINT					Pu =	150	kips, (667.2 kN)
14	FACTORED SHEAR LOAD AT WORK POINT					Vu =	16	kips, ( 0 if shear lug used), (71.2 kN)
15	FACTORED MOMENT AT WORK POINT					Mu =	260	ft-kips, (353 kN-m)
16										ANCHOR LOCATION TO WORK POINT
17	EFFECTIVE EMBEDMENT DEPTH					hef =	22	in, (559 mm)		Anchor	X (in)	Y (in)	( 1 in = 25.4 mm )
18	ANCHOR DIAMETER					d =	1	in, (25 mm)		1	-8	8		1
19	ANCHOR HEAD TYPE			4	Heavy Hex					2	-8	-8		1
20	( 1=Square, 2=Heavy Square, 3=Hex, 4=Heavy Hex, 5=Hardened Washers )									3	8	8
21	BASE PLATE THICKNESS					t =	1,75	in, (44 mm)		4	8	-8
22	SEISMIC LOAD ? (ACI 318 17.2.3)				==	>	Yes			5	24	8			1
23										6	24	-8			1
24										7	-8	0		1
25										8	24	0			1
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42		BASE PLATE SIZE - 36 in x 20 in x 1.75 in (thk.)
43		Corner	X (in)	Y (in)
44		1	-9,75	-9,75	Edge =	1,75	in, (44 mm)
45		2	-9,75	9,75		(AISC 360 Tab J3.4 & J3.5)
46		3	25,75	9,75
47		4	25,75	-9,75	( 1 in = 25.4 mm )
48			-9,75	-9,75										3	3
49		THE BASE PLATE & GROUP ANCHORS DESIGN IS ADEQUATE.
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51	ANALYSIS
52	CHECK FLEXURAL & AXIAL COMPRESSION CAPACITY OF ANCHORED CONCRETE (ACI 318-19 21 & 22)
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58	f Pn (k)
59																< == Tips:	If a concrete section supported Pu & Mu, do not try to get stress distributions,
60																	since the distributions never known. Based on ACI 318, the only way is to check
61																	the loads within fPn~fMn diagram, or not.
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69				f Mn (ft-k)
70															(cont'd)
71	f Mn =	658	ft-kips @ Pu =		150	kips
72	>	Mu, c =	363	ft-kips to center of base plate
73				[Satisfactory]
74	f Pmax =	2735	kips
75	>	Pu =	150	ft-kips	[Satisfactory]
76
77	Nua,1 =	3,13	kips	W0 =	2,50	, ASCE 7-10 Tab. 12.2-1 or 15.4-1
78		(The 2.5 times max tension, ACI 318 17.2.3.4.3)
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80	fp =	4,42	ksi, the max possible concrete compression stress.
81			(ACI 318-19 22.8.3.2 & 21.2.1, or AISC Guide - 1)
82
83	DETERMINE EACH ANCHOR FORCES WITHOUT CONCTERE COMPRESSION CAPCAITY CONSIDERED
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85		Anchor	X (in)	Y (in)	XCG2	YCG2	Nua, 2	Vua
86		1	-8	8	256	64	1,25	2,00
87		2	-8	-8	256	64	1,25	2,00			XCG =	8	in
88		3	8	8	0	64	-18,75	2,00			YCG =	0	in
89		4	8	-8	0	64	-18,75	2,00
90		5	24	8	256	64	-38,75	2,00			Pu,CG =	150,0	kips
91		6	24	-8	256	64	-38,75	2,00			Vu,CG =	16,0	kips
92		7	-8	0	256	0	1,25	2,00			Mu,CG, X =	160,0	ft-kips
93		8	24	0	256	0	-38,75	2,00			Mu,CG, Y =	0,0	ft-kips
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