Bolt Group Pullout (www.theengineeringcommunity.org).xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O
1	BOLT GROUP PULLOUT
2	EXHAUST STACK													Christy
3														5:37	27
4														12/24/25
5					Vortex moment and shear govern
6
7
8
9
10	A	B	C	D	E	F	G	H	I	J	K	L	M	N
11	SHEAR FRICTION CONNECTION -- PUNCHING SHEAR UBC 1911.7
12	This design uses the anchor bolt to clamp the steel baseplate
13	down onto the concrete slab/foundation. After grouting beneath
14	the base plate, the bolt is tensioned by tightening the nut --
15	usually about 1/4 turn of the nut.											punching shear
16								Lateral force converts to				cone
17	Lateral loads are converted to bolt tension loads via the concept							tension force						bolt
18	of shear friction. Bolt lateral capability is factored down with the													sleeve
19	factors λ and µ which account for a steel plate trying to slide on
20	concrete.													row 20
21
22														plate
23														washer
24														or flat
25	Force per Turn-of-the-Nut													bar
26	d	21,0	in
27	threads	5	threads/inch					Figure 27-1 Converting lateral force to tension force.
28	Dia	1,75	in
29	turn	0,125	turn of nut 45degrees
30														row 30
31	stretch	0,025000	inch	0,125 turn /5 threads/inch
32	strain	1,001190	inches/inch
33				(d + stretch) / d
34				( 21,0" + 0,025000" ) / 21,0"
35
36	ES	29000	k/in2	Young's modulus for steel
37	A bolt	2,41	in2	(1,75" /2)² * π gross area of the bolt
38
39	force	83,04	k	ES * A bolt * (strain - 1)
40				29 000 ksi * 2,41 in² * (1,001190 - 1 )										row 40
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42
43
44
45
46	Force per Lateral Movement									0,125"
47	displace	0,125	inch
48	lengthen	21,00037202	inch	21,0² + 0,125²
49											21,0"
50	force	25,95	k	(lengthen - d) * ES * A bolt										row 50
51				( 21,000372 - 21,0 ) * 29 000 ksi * 2,41in²						21,000372"
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53
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56
57								Figure 27-2 Bolt streched by lateral displacement.
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59
60														row 60
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68
69
70														row 70
71	SHEAR FRICTION CONNECTION -- Strength of Bolt
72	Dia	1,75	in						µ	UBC 1911.7.4.3
73	Grade	A325	grade						1,4	monolithic concrete
74									1,0	concrete placed against
75										roughened-hardened concrete
76	T_tens	35,60	k	required tension					0,6	against un-roughened hardened conc.
77	V_shear	1,38	k	required shear					0,7	against as-rolled structural steel
78
79	µ	0,7	unitless	concrete roughness factor					λ	UBC 1911.7.4.3
80	λ	1,00	unitless	concrete weight factor					1,00	normal weight concrete				row 80
81									0,85	sand light weight concrete
82									0,75	all-light weight concrete
83
84
85	logic				TRUE	2	3	4	5	6	7	8	9	0
86	Diameter	Fy	Fu	Ft	0,625	0,75	0,875	1	1,125	1,25	1,375	1,5	1,75	2
87	n = Threads/inch			Ft = Fu/3	11	10	9	8	7	7	6	6	5	4,5
88	A Tensile Stress				0,226	0,334	0,462	0,606	0,763	0,969	1,155	1,405	1,899	2,498
89	0.7854 *(D_Gross - 0.9743/n)2
90	Area_b	p * r2			0,307	0,442	0,601	0,785	0,994	1,227	1,485	1,767	2,405	3,142
91	A36	36	58	19,1	5,86	8,44	11,49	15,00	18,99	23,44	28,36	33,75	45,94	60,00
92	A307			20	6,14	8,84	12,03	15,71	19,88	24,54	29,70	35,34	48,11	62,83
93	A325	Grade 5		44	13,50	19,44	26,46	34,56	43,74	54,00	65,34	77,75	105,8	138,23
94	B7	Grade 5		44	13,50	19,44	26,46	34,56	43,74	54,00	65,34	77,75	105,8	138,23
95	A490	Grade 8	A354 GR BD	54	16,57	23,86	32,47	42,41	53,68	66,27	80,18	95,43	129,9	169,65
96
97
98	VLookUp	44	ksi	allowable Ft from the lookup table below
99	Area_bolt	3,142	in2	Gross (nominal) area per AISC Part 4 Connections Tables 1-A and 1-B
100														row 100