Actual base plate design-V1.2-42-210.xls

	A	B	C	D
1	42 Meter Tower - 210 Km/h confidence
2
3	Shear capacity
4	Anchor Bolt grade Deformed Bar Fy =	345	Mpa
5	Minimum Tensile Strength, Ub =	372.6	N/mm2
6	Shear strength of bolts, Ps =	0.4*Ub
7	=	149.04	N/mm2
8	Add a partial safety factor of 1.05 for material and cyclic load due to wind.
9
10	Ps =	0.4*Ub/1.05
11	=	141.94
12
13	Anchor Bolt Diameter	28	mm
14	Effective area, Ae =	Area*1.0
15	=	615.75	mm2
16
17	therefore, Shear capacity Cs =	Ae*Ps
18	Cs =	87.4	kN
19	Tension Capacity
20
21	Tensile Strength of bolts, Ps = 0.7*Ub	260.8	N/mm2
22	Add a partial safety factor of 1.05 for material and cyclic load due to wind, Ct
23	Pt = 0.7Ub/1.05	248.4	N/mm2
24	Bolt diameter	28	mm
25	Effective Area,Ae	Area*0.8
26		492.60	mm2
27	Therefore , Tensile capacity Ct =	Ae*pt
28	Ct =	122.4	kN
29	Deform bar:
30
31	No of bar used (n, b)	8
32	Diameter of the anchor bolt	28	mm
33	Cross sectional area	615.75	mm2
34	Tension capacity , Ct	122.36	kN
35	Shear cpacity, Cs	87.40	kN
36	Length of anchor bolts	650	mm
37	Concrete grade	17.5	N/mm2
38	Maximum tension force, From Computer Pt	733	kN
39	Pt-u Ultimate	879.60	kN
40	Maximum compressive force From computer Pc	771	kN
41	Pc-u Ultimate	925.20	kN
42	Maximum shear force, From computer Fs	57	kN
43	Pc-u Ultimate	68.40	kN
44	Ultimate Design tension force Ft	879.60	kN
45	Ultimate Design compressive force Fc	925.20	kN
46	Ultimate Design shear force Fs	68.40	kN
47
48	Checking for Tensile Stress
49	Total Tension capacity = No of bolts * Ct	979	kN	879.60
50		OK
51	Checking for combined stress
52
53	Fc/ [n.b * Ct] + Fs / [n.b * Cs]	1.00	1.33
54		Ok
55
56	Anchorage Length of Bolts
57
58	For deform bar type 2
59	Design ultimate bond stress
60	Fbu (for tension ) = 0.5 * SQRT [Concrete grade]	2.09	N/mm2
61
62	Fbu (for compression) = 0.63 * SQRT (Concrete grade)	2.64	N/mm2
63	Embedded length = Ft/ 3.142 * 20 8 2.236	598	mm
64	[Against tension]
65
66	Embedded length	499	mm
67	[Against compression]
68	Embedded length < Given Length of anchor bolts	598	mm	650
69		OK
70
71	Base Plate design
72
73	Max Compressive Force, Fc	925.20	kN
74	Column size	160	10
75	Depth of section, Dc	160	mm
76	Width of section, Bc	160	mm
77	Thickness of flange, Tc	10	mm
78
79	Assume: -
80
81	Width of base plate	500	mm
82	Depth of Base plate	500	mm
83	Thickness of base plate	20	mm
84	Concrete grade	17.5	N/mm2
85
86	Bearing capacity of concrete = 0.6 * Con Grade	10.5	N/mm2
87	Area of plate required, Apreq	88114	mm2
88		83188.3
89	minimum width required , L = SQRT(Area)	297	mm	500
90		OK
91	Plate pressure, W = Fc/Area	3.70	N/mm2	< 12
92		OK
93	Thickness of the plate
94	a	100	mm
95	b	80	mm
96	a2	10000	mm2
97	0.3*b2	1920	mm2
98	Design strength of plate Py	275	N/mm2
99
100	t2	271.84	mm2