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Design-of-Pile-Foundation.xls
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Design of Pile Foundation for Administration Building References Code of Practice for Plain & Reinforced concrete
IS : 456 - 2000
Design & Construction of Pile Foundation - Cast-in-situ Bored Piles
IS : 2911 - Part-I/
Reinforced Concrete Analysis & Design by S. S. Ray Design Aids for Reinforced concrete to IS : 456
SP-16
Input Data Charecteristic strength of concrete
=
Charecteristic strength of Reinforcement
=
Clear cover to Reinforcement for Piles & Pile cap
=
Safe Load carrying capacity of Cast-in-situ Piles : Refer to Geo Technical Data Report Length of Pile Proposed (from C.O.L to Founding Level)
=
Recommended Capacity of Piles as per Geo Technical Report Diameter of Pile
400
mm
Capacity of Pile
=
450
mm
=
500
mm
=
600
mm
=
Lateral Load STAAD Joint No.
Axial Load
Fx
Fz
Kn
Kn
Kn
1
235.14
1.36
12.50
5
629.65
10.87
9
892.69
13
Governing Load case
Dia. of Pile
No. of Piles
Load carrying capacity of piles
Size of Column B
mm
Nos
Kn
mm
8
400
2
725.718
230
11.83
8
400
2
725.718
230
16.06
2.76
8
400
3
1088.577
230
913.06
19.00
40.02
8
400
3
1088.577
450
17
886.79
1.09
112.81
8
400
3
1088.577
450
20
887.61
4.04
121.24
8
400
3
1088.577
450
23
890.89
9.31
113.38
8
400
3
1088.577
450
26
690.60
28.30
19.66
8
400
3
1088.577
450
30
524.03
6.64
2.46
8
400
2
725.718
230
33
513.99
0.86
17.26
8
400
2
725.718
230
36
256.64
4.77
15.16
8
400
2
725.718
230
39
225.69
2.92
12.23
8
400
2
725.718
230
43
1035.29
10.51
5.64
8
400
3
1088.577
230
47
1527.92
19.42
28.90
8
400
5
1814.295
230
51
1241.66
34.99
24.60
8
400
4
1451.436
450
55
710.05
7.00
0.46
8
400
2
725.718
450
59
847.31
2.83
4.50
8
400
3
1088.577
230
62
657.89
2.77
16.69
8
400
2
725.718
230
65
415.80
2.86
7.08
8
400
2
725.718
230
68
668.76
0.98
0.23
8
400
2
725.718
450
72
921.93
4.50
0.00
8
400
3
1088.577
230
75
585.03
1.94
1.10
8
400
2
725.718
230
78
737.88
14.70
11.72
8
400
3
1088.577
230
82
1281.42
11.80
32.39
8
400
4
1451.436
230
86
1040.77
25.55
46.56
8
400
3
1088.577
450
90
674.83
11.45
3.55
8
400
2
725.718
450
94
669.03
9.44
5.11
8
400
2
725.718
230
97
576.71
7.06
4.16
8
400
2
725.718
230
100
495.02
9.44
1.25
8
400
2
725.718
230
103
351.17
17.42
6.16
8
400
2
725.718
230
107
655.77
4.47
0.90
8
400
2
725.718
230
111
696.64
23.87
14.85
8
400
2
725.718
450
115
890.04
4.32
114.20
8
400
3
1088.577
450
118
887.82
1.67
121.66
8
400
3
1088.577
450
121
891.55
8.52
113.57
8
400
3
1088.577
450
124
616.59
37.78
15.42
8
400
2
725.718
450
128
340.80
0.87
2.54
8
400
2
725.718
230
131
430.60
8.56
6.15
8
400
2
725.718
230
134
297.87
9.85
5.69
8
400
2
725.718
230
Design of Pilecap Two-Pile Pile cap Diameter of pile provided
=
Number of Piles Provided
=
Size of column assumed for design
550
Maximum Load on column Load on each pile Size of Pile cap 350
1200
350
B
=
D
=
PU
=
RU
=
L
=
B
=
D
=
Diameter of main rebar
=
Effective depth of Pile cap
deff
=
Maximum moment in pilecap
Mu
=
Reinforcement required
Ast-req
=
Minimum Reinforcement required
Ast-min
=
Ast-prov
=
Ast-prov
=
Ast-prov
=
Hence Provide
6
16
dia bars
at bottom
Provide
6
12
dia bars
at top
Tor bars @
200
Provide
12
pt =
c/c at top & bottom
Check for Shear Critical section for shear shall be at a distance of deff from face of support Distance of critical section from face of support
=
Distance Pile outer face from face of column
=
Since the critical section falls outside pile section, there will be no shear in pilecap Hence no shear reinforcement is required Three-Pile Pile cap
Diameter of pile provided
700
B1
= =
12 00
1039
00 12
B2
700
1200
B2
1039
Number of Piles Provided
1900
Design of Beam Marked B1
L
=
Size of beam Proposed
B
=
D
=
B
=
D
=
Maximum Load on column
PU
=
Load on each pile
RU
=
Size of column Provided
Diameter of main rebar
=
Effective depth of Pile cap
deff
=
Maximum moment in pilecap
Mu
=
Reinforcement required
Ast-req
=
Minimum Reinforcement required
Ast-min
=
Ast-prov
=
Ast-prov
=
Ast-prov
=
Maximum shear force in Beam
Vu
=
Shear stress in beam B1
v
=
c-max
=
c
=
Vus
=
Vus/deff
=
Hence Provide
5
20
dia bars
at bottom
Provide
5
12
dia bars
at top
Tor bars @
125
Provide
12
c/c in remaining portion
pt =
Check for Shear
Maximum permissible shear stress for concrete Shear strength of concrete Shear to be resisted by stirrups
for Pt
=
0.78
Vus/deff
=
Design of Beam Marked B2
L
=
Size of beam Proposed
B
=
D
=
Hence provide 12 Tor 4-legged stirrups @ 150c/c
Maximum Load on Beam B2
= Mu
=
Reinforcement required
Ast-req
=
Minimum Reinforcement required
Ast-min
=
Maximum moment in pilecap
Hence Provide
5
16
dia bars
at bottom
Ast-prov
=
Provide
5
12
dia bars
at top
Ast-prov
=
Maximum shear force in Beam
Vu
=
Shear stress in beam B1
v
=
c-max
=
c
=
Vus
=
Vus/deff
=
Vus/deff
=
Check for Shear
Maximum permissible shear stress for concrete Shear strength of concrete
for Pt
=
0.50
Shear to be resisted by stirrups
Hence provide 10 Tor 4-legged stirrups @ 150c/c Four-Pile Pile cap & Five Pile Pile cap Three-Pile Pile cap
=
Number of Piles Provided
= 1900
1200
Diameter of pile provided
1200 1900 Size of column Provided B
=
=
Load on each pile
PU
=
Size of Pile cap
RU
=
L
=
B
=
D
=
12 00
2397
1697
D
12 00
Maximum Load on column
Diameter of main rebar Effective depth of Pile cap
1697
Maximum moment in pilecap
2397
Reinforcement required Minimum Reinforcement required
= deff
=
Mu
=
Ast-req
=
Provide
12
Tor bars @
125
c/c at bottom in both directions
Ast-min
=
Provide
10
Tor bars @
125
c/c at top in both directions
Ast-prov
=
Ast-prov
=
Check for Shear Critical section for shear shall be at a distance of deff from face of support Distance of critical section from face of support
=
Distance Pile outer face from face of column
=
Since the critical section falls outside pile section, there will be no shear in pilecap Hence no shear reinforcement is required
g
6 - 2000
11 - Part-I/Section-2
25
N/mm2
500
N/mm2
75
17.5
mm
m
362.859 Kn 431.508 Kn 509.964 Kn 686.49
e of Column D mm
375 375 375 600 600 600 600 600
Kn
375 375 375 375 375 375 600 600 375 375 375 600 375 375 375 375 600 600 375 375 375 375 375 600 600 600 600 600 375
375 375
400
mm
2
Nos
230
mm
375
mm
710.05
Kn
355.025 Kn 1900
mm
550
mm
600
mm
20
mm
505
mm
146.4478 Kn-m 7.4
cm2
5.555
cm2
12.06
cm2
6.79
cm2
5.65
cm2/m
692.5
mm
612.5
mm
400
mm
3
Nos
1039
mm
400
mm
600
mm
230
mm
375
mm
1040.77 Kn 346.9233 Kn 20
mm
505
mm
270.4
Kn-m
13.7
cm2
4.04
cm2
15.71
cm2
5.65
cm2
9.05
cm2/m
520.39
Kn
2.58
N/mm2
3.1
N/mm2
0.59
N/mm2
401.2 7.94
Kn Kn/cm
10.89
Kn/cm
1200
mm
400
mm
780.5775 mm 520.39
Kn
156.1155 Kn-m 7.9
cm2
4.04
cm2
10.05
cm2
5.65
cm2
260.19
Kn
1.29
N/mm2
3.1
N/mm2
0.49
N/mm2
161.2
Kn
3.19
Kn/cm
7.562
Kn/cm
400
mm
4
Nos
230
mm
375
mm
1527.92 Kn 381.98
Kn
1900
mm
1900
mm
600
mm
20
mm
505
mm
315.1335 Kn-m 8.4
cm2/m
6.06
cm2
9.05
cm2/m
6.28
cm2/m
692.5
mm
612.5
mm
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