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Design of Base Plate & Anchor Bolt
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Design of Base Plate & Anchor Bolt
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rameshdorage12
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Anchor Bolt Design ASTER BUILDING SOLUTION (P) LTD Job No.:
J-619 Client: CIDCO Building: Mumbai Metro
Date: Designed By: Checked By:
19-02-2014 M SS MS MNU
DESIGN OF BASE PLATE Detail A (node 1)
Factored Design Forces Shear Force (Fx) Axial load (Fy) Bending Moment (M) Grade of steel Grade of Anchor Bolt Concrete Grade (fck)
kN kN kN 2 N/mm N/mm
DL+LL
DL+WL
77
145
2 54
3 22
2 58
3 90
345 Gr 8.8 40
2
Geometric properties Web Size Flange Depth Bolts Dia No. Of Bolts (n)
mm mm mm
400 40 0 x1 x12 2
Plate Thickness (t) Pitch (p) guage (g) Edge Distance Embed Length (Le)
mm mm mm
36 140 96 50 850
300 30 0 x2 x20 0
32 12
mm
Plate Length 'L' Plate Width 'W'
: :
O.K O.K O.K
650 mm 500 mm
Check for capacity of bolts Sd²
= 2x140²+2x270²+4x410²
857400 8574 00 mm^ mm^4 4 Maximum Tension in extreme extreme Bolt= 390X10^3x410/857400 390X10^3x410/857400 186. 18 6.5 5 kN
=
Max Tension due to Axial Force ( Fy/n )
:
Shear in each Bolt ( Fx/n)
:
Actual Allowable (kN) (kN) 186.50 26.84 213.34 323.14 12.09 207.30
Hence Safe Hence Safe
Check for thickness of Plate in Tension P x g/ 4 : 213.34x0.096/4
Thickness of plate required ( t )
:
5.13
:
32.00
kN.m <36mm
Hence Safe
Check for Combined Tension and Shear Actual Tension Tension Allowable Tension
+
Actual Shear Shear Allowable Shear
(213.34 / 323.136 ) ^2+(12.09 / 207.3)^2 =
<1.0
0.44
<1.0
Hence Safe
Check for Bolt Length Bond Stress : Pullout Force resisted by square plate in tension Force resisted by bolt Length of bolt required
: : :
1.9 N/mm 56.5 kN 156.8 kN
2
Tension in bolt/(p x bolt Dia.)x Bond stress 156.8x1000/(3.14x32)x1.9 821 mm
Hence Safe
Page 23 of 32
Check for capacity of bolts 77 254 258
Shear Force (Fx) VERTICAL LOAD (downward '+'-ve) (kN) : B.M (kN-m) :
650
Try with a BASE PL. length L (mm.) : BASE PL. width B (mm.) :
500
Eccentricity, e (mm.) = 2 Max. stress on fdn. concrete, P max (N/mm ) = Min. stress on fdn. concrete, Pmin (N/mm2) =
1017 mm 8.12 -6.55
Tension Occurs in the Anchor Bolts OK.
c : L * Pmax / (Pmax+Pmin) = a : L/2 -c/3 = e : edge distance y : L - c/3 - e =
360 205 50 480
mm mm mm mm
FT = Tension in all anchor bolts located at one side of base plate FT = (M - P x a) /y = Tension per bolt Shear per bolt
429 kN 72 kN 4 kN
Hence Safe Hence Safe
323.14 207.29
Check for thickness of Plate in Compression For Cantilever Plate Portion 2
ALLOWABLE BEARING STRESS (N/mm ) :
N/mm
24.0
2
105
Projection of base pl. beyond column flange/gusset (a1) (mm) = Width of Plate (d1) (mm) = a1/d1 = From the Mukhanov chart, B.M., M =
96
1.09 0.12
=
1.09
.q.b
a
2
Here, q (N/mm ) =
5.76 6145 (in a 1 mm. wide plate strip) 10.90 < 36 mm., OK.
M (N-mm) = treqd (mm.) =
P y =
254 kN. M = 258.211153903157 105 mm. t= 36 mm. Pmax = 8.12 N/mm2 a
L = 650 mm.
For Mid Span Portion Length of the plate portion, b (mm) = Width of the plate portion, a (mm) = From the Mukhanov chart,
133 244 a/b =
(two stiffeners in between)
1.83 0.130
= B.M., M =
.q.b
a
2
Here, q (N/mm2) = M (N-mm) = treqd (mm.) =
3.28 7598 (in a 1 mm. wide plate strip) 12.1 < 36 mm., OK.
Page 24 of 32
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