PROJECT :

CLIENT : JOB NO. :

Drilled Cast-in-place Pile Design Based on ACI 318-11

DESIGN CRITERIA

1.

2.

INPUT DATA & DESIGN SUMMARY

CONCRETE STRENGTH = 4 ksi

VERT. REBAR YIELD STRESS = 60 ksiPILE DIAMETER D = 24 inPILE LENGTH L = 35 ft

FACTORED AXIAL LOAD = 100 k

FACTORED MOMENT LOAD = 200 ft-k

FACTORED SHEAR LOAD = 20 kPILE VERT. REINF. 8 # 7SEISMIC DESIGN (ACI 21.12.4) ? YesLATERAL REINF. OPTION (0=Spirals, 1=Ties) 1 Ties

LATERAL REINFORCEMENT # 4 @ 6 in o.c.(spacing 3.0 in o.c. at top end of 10.0 ft.)

(2012 IBC 1810.3.9 & ACI 21.12.4)

9 in & 14 in )

THE PILE DESIGN IS ADEQUATE.

ANALYSISCHECK PILE LIMITATIONS

4 ksi > 4 ksi [Satisfactory]

D = 24 in > MAX( L / 30 , 12 in) [Satisfactory]

CHECK FLEXURAL & AXIAL CAPACITY

ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMENT. OTHERWISE PINNED AT TOP.

FROM PILE CAP BALANCED LOADS & REACTIONS, DETERMINE MAX SECTION FORCES OF SINGLE PILE, Pu, Mu, & Vu.

fc'

fy

Pu

Mu

Vu

( Ldh = Lhk =

fc' =

941.1 kips., (at max axial load, ACI 318-11, Sec. 10.3.6.2)

where F = 0.8 , ACI 318-11, Sec. 10.3.6.1 or 10.3.6.2

0.65 (ACI 318-11, Sec.9.3.2.2)

452 4.80

AT COMPRESSION ONLY

AT MAXIMUM LOAD

AT 0 % TENSION

AT 25 % TENSION

AT 50 % TENSION

AT BALANCED CONDITION

AT FLEXURE ONLY

AT TENSION ONLY

10 in (at balanced strain condition, ACI 10.3.2)

= 0.656 (ACI 318-11, Fig. R9.3.2)

where 12 in 0.002069

d = 20.06 in, (ACI 7.7.1) 0.85 ( ACI 318-11, Sec. 10.2.7.3 )

183

246 100 kips >

= 0.08 (ACI 318-11, Section 10.9) = 0.011

= 0.005 (2012 IBC 1810.3.9.4.2)

f Pmax =F f [ 0.85 fc' (Ag - Ast) + fy Ast] =

f =

Ag = in2. Ast = in2.

f Pn (k)

AT e t = 0.002

AT e t = 0.005

f Mn (ft-k)

a = Cbb1 =

f =0.75 + ( et - 0.002 ) (50), for Spiral

0.65 + ( et - 0.002 ) (250 / 3), for Ties

Cb = d ec / (ec + es) = et =

b1 =

f Mn = 0.9 Mn = ft-kips @ Pn = 0, (ACI 318-11, Sec. 9.3.2) ,& et,max = 0.004, (ACI 318-11, Sec. 10.3.5)

f Mn = ft-kips @ Pu = Mu

rmax rprovd

rmin

0 50 100 150 200 250 300

-400

-200

0

200

400

600

800

1000

1200

CHECK SHEAR CAPACITY

90 kips, (ACI 318-11 Sec. 11.1.1)

> [Satisfactory]where 0.75 (ACI 318-11 Sec. 9.3.2.3)

316 0.40

40.0 kips, (ACI 318-11 Sec. 11.2.1, 11.2.1.3)

80.3 kips, (ACI 318-11 Sec. 11.4.7.2 & 11.4.7.9)

= 10.5 (2012 IBC 1810.3.9.4.2) =

= 1

0.008 < 0.008 [Satisfactory] (ACI 318-11 Sec. 21.12.4.4 & 21.6.4.1)

DETERMINE FIX HEAD CONDITION

11 9 in(ACI 318-11 12.5.2)

= 14 in, (ACI 318-11, Fig. R12.5)

where = 0.875 in

= 0.8

= 1.0 (1.2 for epoxy-coated, ACI 318-11 12.2.4)= 1.0 (normal weight)= 0.7 (#11 or smaller, cover > 2.5" & side >2.0",

ACI 318-11 12.5.3)

f Vn = f (Vs + Vc) =

Vu

f =

A0 = in2. Av = in2. fy =

Vc = 2 (fc')0.5A0 =

Vs = MIN (d fy Av / s , 8 (fc')0.5A0) =

smax sprovd

smin

rs = 0.12 fc' / fyt = rs,provd =

db =

Lhk

db

r required / r provided ( A s,reqd / A s,provd , ACI 318, 12.2.5)

ye

l h

PAGE : DESIGN BY : UsmanREVIEW BY :

Drilled Cast-in-place Pile Design Based on ACI 318-11

1.

THEY ARE NON-LINEAR SET AND EQUAL AT ALL TOPOF PILES FOR RIGID PILE CAP. USING LINEAR SPRINGS TO MODEL THEM IS INADEQUATE.

2. PILE CAPS SHALL BE INTERCONNECTED BY TIES

COLUMN LOADING. (2012 IBC 1810.3.13). TO CONSIDERCONCRETE TENSION CREAKED, THE TIE BEAMSHOULD NOT BE LATERAL REACTION MEMBER.

(2012 IBC Table 1808.8.1)

(2012 IBC 1810.3.5.2)

COMPLY WITH THE TENSION DEVELOPMENT. OTHERWISE PINNED AT TOP.

FROM PILE CAP BALANCED LOADS & REACTIONS, DETERMINE MAX SECTION FORCES OF SINGLE PILE, Pu, Mu, & Vu.

PILE TOP SHEAR, Vu, & MOMENT, Mu, RELATIONSHIP

MUST BE FROM SOIL REPORT (RV vs RM) DIAGRAM.

WITH Min(0.25, SDS/10) TIMES AXIAL VERT

kips., (at max axial load, ACI 318-11, Sec. 10.3.6.2)

> [Satisfactory]

(cont'd)

AT COMPRESSION ONLY 941 0

AT MAXIMUM LOAD 941 132

AT 0 % TENSION 789 208

AT 25 % TENSION 651 250

AT 50 % TENSION 536 267

367 270

AT BALANCED CONDITION 360 272

153 279

AT FLEXURE ONLY 0 183

AT TENSION ONLY -259 0

(ACI 318-11, Fig. R9.3.2)

0.003

( ACI 318-11, Sec. 10.2.7.3 )

[Satisfactory]

[Satisfactory]

Pu

f Pn (kips) f Mn (ft-kips)

AT e t = 0.002

AT e t = 0.005

ec =

= 0.004, (ACI 318-11, Sec. 10.3.5)

60 ksi

kips, (ACI 318-11 Sec. 11.4.7.2 & 11.4.7.9)

6 in

[Satisfactory]

(ACI 318-11 Sec. 21.12.4.4 & 21.6.4.1)

THEY ARE NON-LINEAR SET AND EQUAL AT ALL TOPOF PILES FOR RIGID PILE CAP. USING LINEAR SPRINGS TO MODEL THEM IS INADEQUATE.PILE CAPS SHALL BE INTERCONNECTED BY TIES

COLUMN LOADING. (2012 IBC 1810.3.13). TO CONSIDERCONCRETE TENSION CREAKED, THE TIE BEAMSHOULD NOT BE LATERAL REACTION MEMBER.

, & MOMENT, Mu, RELATIONSHIP

MUST BE FROM SOIL REPORT (RV vs RM) DIAGRAM.

/10) TIMES AXIAL VERT

Pile foundation - bearing resistanceExample 8.11

Geometry of pile:

Diameter of pile = 1 m 9

Length of pile = 10 m 0.7

Loading on pile:

Permanent = 2670 kN 1.2

Variable = 0 kN 1.6Soil Properties:

Borehole No.: 1 2 3 4

65 62 70 73

90 79 96 100

0.7853982

Borehole No.: 1 2 3 4

Base resistance: 636.2 558.4 678.6 706.9

Shaft resistance: 1429.4 1363.5 1539.4 1605.4

Total resistance: 2065.6 1921.9 2218.0 2312.2

2129.4

1921.9 (Borehole No.: 2)

1774.5 kN

1201.2 kN

1201.2 kN

349.0 kN

852.2 kN

Combination 1:design resistance = 1169.44 kNdesign actions = 3604.5 kNOverdesign factor = 0.32

Combination 2:

Nc = a =

x3 = x4 =

Mean undrained strength along shaft, cu,

shaft:Mean undrained strength at base, cu, base:

Area of base of pile, Ab m2

Rc; mean

Rc; min

Rc; k (mean) =

Rc; k (min) =

Selected Rc; k =

characteristic base resistance, Rb; k:

characteristic shaft resistance, Rs; k:

design resistance = 896.2028 kNdesign actions = 2670 kNOverdesign factor = 0.34

kPa

kPa

base shaft

645.0 1484.4

558.4 1363.5

2