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Design of base plate Project/Client :S.No
Calculations
References
1 Design forces Factored Axial load
Pu =
Nature of axial load
17 KN
From analysis
= Compression
Factored Shear force
Fy =
Dia of anchor bolts (HT bolts)
=
No of bolts
=
Grade of bolts
=
2 KN M 20
mm 4 Nos 8.8
Ultimate Tensile strength of bolt
fu =
100 Mpa
Ultimate Tesile strength of plate
fcu =
250 Mpa
Yield stress of plate
fy =
250 Mpa
Yield stress of bolt
fyb =
250 Mpa
Cube compressive strength of concrete
fck =
20 Mpa
2 Geometric properties Column section
=
ISMB
Depth of section
=
400 mm
Width of flange
=
140 mm
Clearence of holes
=
2 mm
Dia of holes = Nominal dia of bolt + clearence
=
22 mm
Minimum Edge distance
=
33 mm
Maximum edge distance
= 12tε =
IS:800:2007 192 mm
ε = (250/fy)
1/2
= Edge distance provided
1
=
150 mm O.K
25
25 16 450
200
140 400
50
150
30
150
100
50
150
Clause 10.2.4
50
450 Minimum spacing of bolts (2.5 d)
=
50 mm
Clause 10.2.2 &
Maximum spacing of bolts (lesser of 32t or 300)
=
300 mm
10.2.3
Spacing of bolt provided
=
150 mm
IS:800:2007
O.K 3 Check for base pressure Bearing pressure of plate
w = Pu/Ap =
Allowable bearing pressure
0.19 Mpa
= 0.6fck =
12 Mpa Safe
4 Check for Minimum Thickness of base plate
Clause 7.4.3.1
Thickness of plate required
IS:800:2007
t s 2.5w(a 2 0.3b 2 ) mo / fy tf Thickness of plate required
ts =
1.22 mm
=
16 mm Safe
4 Check for shear capacity of bolts Design shear strength of bolt,
Clause 10.3.3 Vdsb = Vnsb/עmb
IS:800:2007
Nominal shear capacity, Vnsb
Calculated shear force per bolt
Vnsb =
32.63 KN
Vdsb =
26.104 KN
Vd =
0.5 KN Safe
5 Check for bearing capacity of bolts Design bearing strength of bolts
Clause 10.3.4 Vdpb = Vnpb/עmb
IS:800:2007
Vnpb = 2.5kb d t fu kb
Calculated bearing strength of bolt
=
0.4
Vnpb =
32 KN
Vdpb =
25.6 KN
Vb =
4.25 KN Safe
6 Check for tension capacity of bolts Design tension capacity of bolt
Tdp = Tnp/עmb
Nominal Tensile capacity of bolt Tnp
= 0.9fubAn
N.G Mpa
fybAsb(עmb/עmo) = Nominal Tensile capacity of bolt
Tnp
Design tension capacity of bolt Calculated tension per bolt
N.G Mpa
=
N.G Mpa
Tdp =
N.G Mpa
T =
N.G Mpa N.G
7 Check for combined shear and tension
N.G N.G
+
N.G N.G
=
N.G
> N.G
1.0
Design of base plate Project/Client :S.No
Calculations
References
1 Design forces Axial load Nature of axial load
Pu =
156 KN
From analysis
= Compression
Bending moment about xx
Mx =
0 KN.m
Bending moment about yy
My =
0 KN.m
Lataral force along xx
Fx =
0 KN
Lataral force along yy
Fy =
0 KN
Dia of anchor bolts (HT bolts)
=
No of bolts
=
M 20
mm 4 Nos
2 Geometric properties
Dia. Of pile
=
300 mm
Width of column/pedestal
=
450 mm
Depth of column/pedestal
=
700 mm
Minimum spacing of piles
=
750 mm
As per IS:2911-
Centre to Centre distance of two adjacent pile
=
750 mm
Part-1, clause:5.6
Edge projection from face of piles (Min 100-150mm)
=
150 mm
Width of pile cap
=
600 mm
Length of pile cap
=
1350 mm
Depth of pile cap ( assumed)
=
600 mm
Clear cover to the reinforcement
=
75 mm
As per IS:2911Part-1, clause:5.12.5
Grade of concrete
fck
=
20 Mpa
Grade of Steel
fy
=
415 Mpa
3 Load calculations Weight of pile cap
=
12.15 KN
Additional load due to moment
=
0 KN
Total load on each pile
=
84.08 KN
=
O.K
4 Calculation of reinforcement a)Bending theory Bending moment about xx
=
21.44 KN.m
Design bending moment
=
32.161 KN.m
Dia of Main reinforcement
=
12 mm
Dia of secondary reinforcement
=
12 mm
Effective depth of pile cap
=
519 mm
Mu/bd2 =
0.2
=
0.056 %
pt,min =
0.12 %
pt Area of steel required
=
2 373.68 mm
b)Truss theory 2 2 = Pu/12ld(3l -a )
Tension at bottom
=
97.69 KN
=
2 270.57 mm
(max of bending & truss theory)
=
373.68 mm
No of bars required
=
4 Nos
No of bars provided
=
4 Nos
Area of steel provided
=
452.16 mm
=
0.145 %
Area of steel required Area of steel required
2
2
5 Check for shear a)One way shear Percentage of steel provided ß Permissible shear stress, ζc
= 0.87fy/6.89pt =
17.42
=
0.273 Mpa
Clause 40.5
Nominal shear stress ,ζv
=
0.41 Mpa
Shear span, av(C/C of pile/2-d/2+20% pile dia)
=
0.18 m
Enhancement factor (2d/av)
=
5.77
Modified shear strength, ζv
=
1.57 Mpa
IS:456-2000
1.57>0.41 OK b)Two way shear Punching shear, V
=
234 KN
Perrimeter of column,
=
2300 mm
Punching shear stress,
=
0.2 Mpa
Clause 31.6.3
Permissible shear stress,
=
1.118 Mpa
IS:456-2000
1.11803398874989>0.2 OK
Design of base plate Project/Client :S.No
Calculations
References
1 Design forces Factored Axial load
Pu =
Nature of axial load
=
Factored Shear force
1100 KN Tension
Fy =
Dia of anchor bolts (HT bolts)
=
No of bolts
=
Grade of bolts
=
From analysis
300 KN M 36
mm 4 Nos 8.8
Ultimate Tensile strength of bolt
fu =
100 Mpa
Ultimate Tesile strength of plate
fcu =
250 Mpa
Yield stress of plate
fy =
250 Mpa
Yield stress of bolt
fyb =
250 Mpa
Cube compressive strength of concrete
fck =
25 Mpa
2 Geometric properties Column section
=
BUILT-UP I SECTION
Depth of section
=
400 mm
Width of flange
=
300 mm
Clearence of holes
=
2 mm
Dia of holes = Nominal dia of bolt + clearence
=
38 mm
Minimum Edge distance
=
57 mm
Maximum edge distance
= 12tε =
IS:800:2007 144 mm
ε = (250/fy)
1/2
= Edge distance provided
1
=
160 mm
Not OK 50
50 12 500
400
300 400
100
160
50
180
200
100
160
Clause 10.2.4
100
500 Minimum spacing of bolts (2.5 d)
=
90 mm
Clause 10.2.2 &
Maximum spacing of bolts (lesser of 32t or 300)
=
300 mm
10.2.3
Spacing of bolt provided
=
180 mm
IS:800:2007
O.K 3 Check for base pressure Bearing pressure of plate
w = Pu/Ap =
Allowable bearing pressure
5.5 Mpa
= 0.6fck =
15 Mpa Safe
4 Check for Minimum Thickness of base plate
Clause 7.4.3.1
Thickness of plate required
IS:800:2007
t s 2.5w(a 2 0.3b 2 ) mo / fy tf Thickness of plate required
ts =
10.29 mm
=
12 mm Safe
4 Check for shear capacity of bolts Design shear strength of bolt,
Clause 10.3.3 Vdsb = Vnsb/עmb
IS:800:2007
Nominal shear capacity, Vnsb
Calculated shear force per bolt
Vnsb =
105.73 KN
Vdsb =
84.584 KN
Vd =
75 KN Safe
5 Check for bearing capacity of bolts Design bearing strength of bolts
Clause 10.3.4 Vdpb = Vnpb/עmb
IS:800:2007
Vnpb = 2.5kb d t fu kb
Calculated bearing strength of bolt
=
0.4
Vnpb =
43.2 KN
Vdpb =
34.56 KN
Vb =
275 KN Unsafe
6 Check for tension capacity of bolts Design tension capacity of bolt
Tdp = Tnp/עmb
Nominal Tensile capacity of bolt Tnp
= 0.9fubAn
73.25 Mpa
fybAsb(עmb/עmo) = Nominal Tensile capacity of bolt
Tnp
Design tension capacity of bolt Calculated tension per bolt
