Drilled Cast-in-place Pile Design Based on ACI 318-02
DESIGN CRITERIA
1.
SEND TO GEOTECHNICAL ENGINEER THE BASE FORCES OF COLUMNS AND THE PERMISSIBLE DEFLECT
(PERMISSIBLE DEFLECTION 0.25 in SUGGESTED)
2.
ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMEMNT.
3.
FROM SOIL REPORT, DETERMINE PILE PATTERN, LENGTH, AND MAX SECTION FORCES OF SINGLE PILE,
3.
PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH S DS/10 TIMES AXIAL CAPACITY OF VERT COLUMN
(IBC 1808.2.23.1)
INPUT DATA & DESIGN SUMMARY
CONCRETE STRENGTH
f c'
ksi
VERT. REBAR YIELD STRESS
PILE DIAMETER
PILE LENGTH
fy
D
L
=
=
=
60
20
35
ksi
in
ft
FACTORED AXIAL LOAD
Pu
480
FACTORED MOMENT LOAD
Mu
200
ft-k
FACTORED SHEAR LOAD
PILE VERT. REINF.
PILE SPIRAL REINF.
Vu
=
#
20
7
3
( Ldh =
11
8
3
#
in
Area/bar mm
0.60132
22.225
in o.c.
Lhk =
&
14
in )
THE DESIGN IS INADEQUATE.
THE PILE DESIGN IS ADEQUATE.
ANALYSIS
CHECK PILE LIMITATIONS
f c' =
ksi
D=
20
in
>
>
2.5
ksi
MAX( L / 30 , 12 in)
Satisfactory
(IBC 1810.1.1)
Satisfactory
(IBC 1810.3.2)
CHECK FLEXURAL & AXIAL CAPACITY
Interaction diagram
Pn (kips) Mn (ft-kips)
AT COMPRESSION O
954
0
AT MAXIMUM LOAD
954
51
AT 0 % TENSION
493
112
AT 25 % TENSION
400
133
AT 50 % TENSION
320
142
ATt = 0.002
196
190
147
148
9
0
-259
141
128
0
AT BALANCED COND
ATt = 0.005
AT FLEXURE ONLY
AT TENSION ONLY
Ag =
314
in2.
Ast =
Pmax =0.85 [ 0.85 fc' (Ag - Ast) + fy Ast] =
where
0.70
f/c
fy
Ec
60000
4.81
Es
2
2.90E+07
cu
0.003
in2.
954.0027 kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)
(ACI 318-02, Sec.9.3.2.2)
>
Pu
[Satisfactory]
PERMISSIBLE DEFLECTION AT TOP PILE.
RCES OF SINGLE PILE, P u, Mu, & Vu.
CITY OF VERT COLUMN LOADING.
IBC 1810.1.1)
IBC 1810.3.2)
1200
1000
800
600
400
200
0
0
50
100
-200
-400
600
400
200
0
0
50
100
-200
-400
8-02, Sec. 10.3.6.1)
b
10
As
20
ds=dsAs/
fs
Pn
Mn
5 4.35E+04 0.00E+00 0.00E+00
00
00
00
00
00
00
0
0
50
100
00
00
150
200
250
00
00
00
0
0
50
100
00
00
150
200
250
Column Design Based on ACI 318-02
Spiral Column
INPUT DATA & DESIGN SUMMARY
Spiral Design
CONCRETE STRENGTH
f c'
ksi
VERT. REBAR YIELD STRESS
Column Diameter
Column depth
PILE LENGTH
fy
D
h
L
=
=
=
60
20
20
35
ksi
in
in
ft
FACTORED AXIAL LOAD
Pu
480
FACTORED MOMENT LOAD
Mu
200
ft-k
FACTORED SHEAR LOAD
VERT. REINF.
VERT. REINF. On tension site
Vu
=
#
20
7
Nos.
14
7
Area/bar
0.60132
Steel ratio:
0.021046
CHECK FLEXURAL & AXIAL CAPACITY (Interaction diagram)
Note: (for distributed reinforcement need to specify centroid of the bars)
AT COMPRESSION O
AT MAXIMUM LOAD
AT 0 % TENSION (REI
AT 25 % TENSION
AT 50 % TENSION
Pn (kips) Mn (ft-kips)
771
0
771
118
646
182
523
231
416
266
ATt = ey, balanced
AT FLEXURE ONLY
AT TENSION ONLY
Ag =
314
Ec
Es
cu
3000
3000
3000
3000
60000
60000
60000
60000
2
2
2
2
2.90E+07
2.90E+07
2.90E+07
2.90E+07
0.003
0.003
0.003
0.003
319
295
3000
3000
60000
60000
2
2
2.90E+07
2.90E+07
0.003
0.003
104
0
-455
276
252
0
3000
3000
3000
60000
60000
60000
2
2
2
2.90E+07
2.90E+07
2.90E+07
0.003
0.003
0.003
Ast =
8.42
in2.
Pmax =0.8 [ 0.85 fc' (Ag - Ast) + fy Ast] =
where
fy
237
152
next to BALANCED
ATt = 0.00?5
f/c
0.75
in2.
770.8489 kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)
(ACI 318-02, Sec.9.3.2.2)
1000
800
Spiral Design
600
400
200
0
-200
50
100
150
200
250
300
350
-400
-600
mm
22.225
To be betn 0.02 and 0.08
Clear cover (inch)
3
(rad)
Com. Cent
from cg
286.0559 0.8131594
243.0482 1.969961
203.1572 3.0190786
171.9633 3.8445767
Compr As
0.75
0.75
0.75
0.75
0.85
0.85
0.85
0.85
20.12
17.102
17
14.45
14.50
12.325
12.64 10.74487
0.75
0.75
0.85
0.85
10.06 8.552041
1.42549
128.222 5.0366652
7.94 6.752046 1.240001 93.28145 6.0463007
20 4.20924328
20 4.20924328
0.75
0.75
0.9
0.85
6.88 5.852048 1.143079 76.56504 6.5596466
0.85 5.825942 4.952051 1.041652 60.58932 7.0779309
0.85
0
0
0
0
0
20 4.20924328
20 4.20924328
20 4.20924328
d, ACI 318-02, Sec. 10.3.6.1)
2.360579
2.031971
1.805444
1.645353
Com. Area
20
20
20
20
4.20924328
4.20924328
4.20924328
4.20924328
Ten As
Com.ds=dsA d=Ten.ds=
s/As
dsAs/As
fs (comp si fs (ten side) Pn (kips)
Mn
Pn (kips) Mn (ft-kips)
4.2092433
4.2092433
4.2092433
4.2092433
3
3
3
3
17
17
17
17
6.00E+04 1.35E+04
6.00E+04 0.00E+00
6.00E+04 -1.50E+04
6.00E+04 -3.00E+04
1028.05
861.59
696.73
554.05
157.37 771.0381 118.0244
242.81 646.1954 182.1047
308.23
522.55 231.1721
355.21 415.5376
266.41
4.2092433
4.2092433
3
3
17 6.00E+04 -6.00E+04
17 5.41E+04 -6.00E+04
316.23
202.48
425.62 237.1743 319.2155
393.86 151.8614 295.3927
4.2092433
4.2092433
4.2092433
3
3
3
17 4.91E+04 -6.00E+04
17 4.22E+04 -6.00E+04
17
### -6.00E+04
138.59
68.85
-505.11
368.32 103.9389 276.2429
335.81
0 251.858
0.00 -454.5983
0
Mn (ft-kips)
Column Design Based on ACI 318-02
Rectangular column
INPUT DATA & DESIGN SUMMARY
Tie Design
CONCRETE STRENGTH
f c'
ksi
VERT. REBAR YIELD STRESS
Column width
Column depth
PILE LENGTH
fy
B
h
L
=
=
=
60
20
20
35
ksi
in
in
ft
FACTORED AXIAL LOAD
Pu
480
FACTORED MOMENT LOAD
Mu
200
ft-k
FACTORED SHEAR LOAD
VERT. REINF.
VERT. REINF. On tension site
Vu
=
#
20
7
Nos.
14
7
Bar size betn#3-5?)
Area/bar
0.60132
Steel ratio:
0.021046
CHECK FLEXURAL & AXIAL CAPACITY (Interaction diagram)
Note: (for distributed reinforcement need to specify centroid of the bars)
AT COMPRESSION O
AT MAXIMUM LOAD
AT 0 % TENSION (REI
AT 25 % TENSION
AT 50 % TENSION
Pn (kips) Mn (ft-kips)
842
0
843
135
685
218
565
265
464
298
ATt = ey, balanced
AT FLEXURE ONLY
AT TENSION ONLY
Ag =
400
Ec
Es
cu
3000
3000
3000
3000
60000
60000
60000
60000
2
2
2
2
2.90E+07
2.90E+07
2.90E+07
2.90E+07
0.003
0.003
0.003
0.003
348
325
3000
3000
60000
60000
2
2
2.90E+07
2.90E+07
0.003
0.003
169
0
-455
306
363
0
3000
3000
3000
60000
60000
60000
2
2
2
2.90E+07
2.90E+07
2.90E+07
0.003
0.003
0.003
Ast =
8.42
in2.
Pmax =0.8 [ 0.85 fc' (Ag - Ast) + fy Ast] =
where
fy
298
216
next to BALANCED
ATt = 0.00?5
f/c
0.70
in2.
842.0395 kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)
(ACI 318-02, Sec.9.3.2.2)
Tie Design
1000
Bar size betn#3-5?)
800
600
400
200
0
-200
mm
22.225
50
100 150 200 250 300 350 400
-400
-600
Clear cover (inch)
Compr As Ten As
0.7
0.7
0.7
0.7
0.85
0.85
0.85
0.85
20.7
17
14.50
12.64
20
20
20
20
20
20
20
20
4.2092433
4.2092433
4.2092433
4.2092433
3
3
3
3
17
17
17
17
0.7
0.7
0.85
0.85
10.06
7.94
20
20
20 4.209243 4.2092433
20 4.209243 4.2092433
3
3
17
17
0.7
0.9
0.9
0.85
6.88
0.85 5.825942
0.85
0
20
20
20
20 4.209243 4.2092433
20 4.209243 4.2092433
20 4.209243 4.2092433
3
3
3
17
17
17
d, ACI 318-02, Sec. 10.3.6.1)
4.209243
4.209243
4.209243
4.209243
Com.ds=dsA d=Ten.ds=dsA
s/As
s/As
fs (comp si fs (ten side) Pn (kips)
Mn
Pn (kips) Mn (ft-kips)
6.00E+04
6.00E+04
6.00E+04
6.00E+04
1.56E+04
0.00E+00
-1.50E+04
-3.00E+04
1204.62
978.77
807.26
663.53
192.80 843.236 134.9604
311.48 685.1397 218.0374
378.91 565.0802 265.2343
426.05 464.4725 298.2315
6.00E+04
5.41E+04
-6.00E+04
-6.00E+04
425.42
308.97
496.43 297.7944 347.5014
464.09 216.2779 324.8617
4.91E+04
4.22E+04
-6.00E+04
-6.00E+04
-6.00E+04
-6.00E+04
241.80
0.00
-505.11
437.54 169.2592 306.2754
403.03
0 362.7287
0.00 -454.5983
0
CHECK SHEAR CAPACITY
Vn = (Vs + Vc) =
where
57
kips, (ACI 318-02 Sec. 11.1.1)
>
0.75
Vu
[Satisfactory]
(ACI 318-02 Sec. 9.3.2.3)
A0 =
206
in2.
Vc =
2 (fc') A0 =
Vs =
MIN (d fy Av / s , 4Vc) =
0.5
Av =
29.1
smax
(ACI 318-02, Section 7.10.4.3)
smin
(ACI 318-02, Section 7.10.4.3)
0.22
kips, (ACI 318-02 Sec. 11.3.1)
47.5
fy =
in2.
40
ksi
in
318-02 Sec. 11.3.1)
kips, (ACI 318-02 Sec. 11.5.6.2)
sprovd
[Satisfactory]
