design of the pile

7/27/2019 Design of the Pile

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Pagina N 1DISEO PILOTE

A. PILE DESIGN

1. Dimension:P = Pile Load Stressed Capacity = 20.00 ton

L = 20.00 m Pile Total Lenghtf'c = 350.00 kg/cmfy = 4,200.00 kg/cmb = 35.00 cmh = 35.00 cm

Ac = 1,225.00 cm OK !

2. Slenderness ratio verification

L = 13.41 m Pile Free Effective Lenght:K = 0.70 Slab Upper Elevation

0.25 m

5.82 m

r = 10.10 cmMinimum Water

Elevation

L(efec.)Slenderness Factor ( R ) : 3.84 mR = 0.49 < 1.00

Nautical DepthElevation

==> Use R = 0.49Mud

Thickness 4.00 mSolid Ground

Elevation

Assuming the Following distribution :4 3/4 inch As(1) = 11.40 cm4 3/4 inch As(2) = 11.40 cm

As = 22.80 cm p = 1.97% > 1.00% ==> OK!

REINFORCED CONCRETE PILE DESIGN( CODIGO ACI - 318 )

L= Mud Thickness+Water High(Minimum Level)+A(Slab Upper Elevation+minimum WaterElevation)-Slab Thickness

The Deformation isshown in Dashedspace Line.

K Value

00.1)(*008.023.1 r

KxLR

2

4

12

d

b

r

Calle los Zorzales 160 2do piso Urb. el Palomar. San Isidro. Lima.Per. Tlf. 2216246 Telefax: 2223632.E-mail: [email protected] Pagina Web: www.psv.com.pe


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3 3/4

2 3/4

3 3/4

0.85

3.54% ==> 2.66% > 1.97% ==> OK!

0.36% < 1.97% ==> OK!

0.33% < 1.97% ==> OK!

f'c = 350.00 kg/cmfy = 4,200.00 kg/cm

==> Pn = 453.42 ton

Piles and Columns withStirrups = 0.70 Load Design (Pu) :

==> Pu = 317.40 ton

Multiplied by Slenderness Factor ( R ), would have Padmissible :==> Padm = 220.70 ton

Calculated the P of work:

F.S. = FACTOR OF SAFETY

2.00

==> Pwork = 110.35 ton

Verifing the design requirement:Pile Load Stressed capacity 20.00 ton

PWork ( 110.35 ) > PLast ( 20 ) ==> REQUIREMENT COMPLETE

Will assume a Factor of safety.

fyAscfAsAcPn *'**85.0

..SF

PuPtrabajo

bxima 75.0max

1

200,4000,6

000,685.01

xfy

cfxxb

b max

fy

fy

cf

14min

*80.0min



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3. CONSIDERATIONS BY HOSTING:

Considerating that the pilot will be hosting by two points:

L = 20.00 m Pile Total LenghtWd = 0.29 ton / m

Amplified 1.5 times plus Load according ACI Code:

Wu = 0.44 ton / m

= 3.74 ton-m

For the bay 0.207xL will use the next Load :Wu = 0.44 x 2 = 0.88 ton / m

For the central bay will use the next Load :Wu = 0.44 x 1.5 = 0.66 ton / m

DIAGRAM OF APPLY LOADS TO THE PILOT DURING THE HOSTING

0.88 ton / m 0.88 ton / m0.66 ton / m

L1 = 4.14 m L2 = 11.72 m L3 = 4.14 mR1 = 7.53 ton R1 = 7.53 ton

BENDING MOMENT PRODUCED BY HOSTING AND BAD OPERATIONS

Mu = 7.56 ton-m

Assuming to = d/5For our caseb = 35.00 cm = 6.71 cmd = 33.10 cm

a = 6.62 cm

fy = 4,200.00 kg/cm

f'c = 350.00 kg/cm

By safety, due in the reality doesn`t exist Highest moments generated by crane brusquemovements, amplified Loads.

Hosting by Two Points

2

**0212.0 LWMMAX

)2

(***a

dAsfyMu

)2

(**a

dfy

MuAs



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= 2.71 cm

= 6.30 cm

= 2.54 cm

= 6.28 cm

= 2.53 cm

In the highest Bending area2 3/4 inch As(1) = 5.70 cm

1 3/4 inch As(2) = 2.85 cm

As (total) = 8.55 cm

==> As = 8.55 cm > 6.28 cm OK!

SHEAR FORCE PRODUCED BY HOSTING AND BAD OPERATIONS

Vmax = 3.88 ton

f'c = 350.00 kg/cm

b = 35.00 cm

d = 33.10 cm

Vc = 8.04 ton Vmax = 3.88 < Vc = 8.04

==> Doesn`t need Stirrups, by safety and ACI Code we used Stirrups of # 3 @ 0.20cm

HOSTING HOOK DESIGN FOR THE PILE

Reaction in Suport = 7.53 tonfy = 4 ,200.00 kg/cm

As = R / fy = 1.79 cm

2.85 cm

159.02% > 100% ==> OK !

will use de 3/4 inch As =

To know the exercise force in the hook by the hosting, see the reaction in the simulated supports

dbcfVc ***53.0*

calculatedAs

colocatedAsSF

.

...

bcf

fysAa*'*85.0

*1

)2

(**a

dfy

MuAs

bcf

fysAa*'*85.0

*1

)2

(**a

dfy

MuAs

bcf

fysAa

*'*85.0

*1



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HOOK LENGHT COMPUTATION

u = Fuerza de adherencia por unidad de longitud:

By safety considered an 85% of this value

f'c = 350.00 kg/cmg. = 3/4 inch

U = 53.14 kg/cm

Calculated the Hook Development Lenght

m2 = 28.00 cmF = 4.48 ton m1 > 10.00 cm

Ld = 14.07 cm m1 + m2 > 38.00 cmassuming m1 = 10.00 cm

We have the embedded Lenght Graphic = 38.00 cm OK !

4. CONCRETE RESISTANCE IN THE PILE DRIVING

ft = Impact Forcef'c = 350.00

Proposal Formula by YARDS and DOCK Office from USA

en ton/m

Utilized the D-22 diesel pile Hammer in the pile drivingE max = ( Piston Weight )x ( Piston `s Fall of Hihg )

Piston Weight = 2,200.00 kg ( M )Fall of High = 2.50 m==> E max = 5,500.00 kg-m

Computation of lost of energy in the impact under the pile header

Where :P : Pile weight = 5,880.00 kgp : restitution coefficientp = 0.50 For foundry under Oak Wood

Ep = 3,001.86 kg-m

==> Eutil = Emax - Ep = 2,498.14 kg-m

In the university of Texas, a beam was Load, and, the supports were widen to avoid the armaturecompression produced by them, have influence in the results, the experimental value of theadhesion changed between :

F

cfucf '23'20

dLUF *

)60( sen

AFF

2

'080,2

cf

P

Exft

PM

pPMAXEPE

)21(**



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Computation of the Impact Force:

ft = 1,355.76 ton/mf'c/2 = 175.00 kg/cm

ft = 135.58 kg/cm < 175 ==> OK !


design of the pile

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