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For Pile Cap PC-1

Lateral Load Analysis By Characteristic Load Method (CLM)

Define Parameters:= 20

Width of Pile, D = 1.20 m

= 534 kN

=

= 27606.25

=

= 0.102

=

= 1.00

Deflection due to Applied Lateral Load 

= "4,"3,

= 27.4$

Maximum Moment due to Loads Applied at Ground Line

= ! "%,"7, #

= 2.56$ &

'ndrained shear stren(th, )* kN+m

2

--lied oad, Pt

/od*l*s of Pile, -  4700 √ 34.5 /Pa

/oment of nertia of Pile, - π D4+64

/oment of nertia atio,

64 -+π D4

D ΨP

t

P  D,

-,

,)

*

/ma&

/D,

-,

,)

* Ψ

Pt

P  D,

-,

,)

*

/ma& 103

 kNm

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For Pile Cap PC-1

 Analysis of Groups of Pile by Group Amplification Procedure

=)-ain( et8een Piles, ) =

=

Group Displacement 

=

5.5 & !

= 2.%6

=

= $1.3%

Compute Maximum Moment:

n =

= 0.374

=

= 1.500

=

= 3.$52601747 &

No. of Piles, N-iles

"era(e Pile oad, Ps

9

9

(

9

 

Ps

150 )* D2

9/

9n

/(

9/ & /

ma&

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323.00 m

534 kN

)

Ps#

0.5

D

0.25

16 N-iles

3 )* D2

 

103 kNm

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  Project : 4 STOREY MIX

  Location : Bacolod City

  Flr./Level : Footing

  Deigned !y : a"v

DESIGN OF PILE CAPS

INPUT DATA TRIAL FOOTING THICKNESS

$%.&0 M'a Footing t#k.( )*+ , 00.0 Thi

44.00 M'a $

Pile 1orking ca'acity , %4.0 2'a De't#.( )d+ , %$.

400.00

&00.00

Pile "actor o" a"e , $.0  

 

  LOADS

43. 2n

$&0.$ 2n

  (%.%0 2n 

9eired no. o" Pile, .;ay $.00  

Lengt# )L+ , $.$0

L,

Dead load( )PD+ ,

Live load( )PL+ ,

P, .4P

D > .%P

L,

=Eective de't#()de+,

<C9CGL

,

φ!de$

ρ , - -

H',%0IP ,

Hc' , φ  "c? !

od

G , ρJBJde

G

 , ρJBJde

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  Project : 4 S%/#e0 B*i'!i

  Location : Bang!ang

  Flr./Level : Footing

  Deigned !y : a"v

DESIGN OF PILE CAPS

INPUT DATA TRIAL FOOTING THICKNESS

$%.&0 M'a Footing t#k.( )*+ , 00.0 Thi

44.00 M'a $

Pile 1orking ca'acity , 33. 2'a De't#.( )d+ , &%.

400.00

&00.00

Pile "actor o" a"e , $.0  

 

LOADS

($48.8 2n

.$4 2n

  (8&0.8 2n 

9eired no. o" Pile, $.3;ay 3.00  

4.3$ 2n

8.0 2n

 

8%3.$ 2n

 

(%0.00

 

CHECK BEAM SHEAR

&%.0 REINFORCEMENT DESIGN

(%0.00 9 ,

  M,

38

%.

  0."c?

Fy

%30.0 2n , 0.00$&

  80.% P @ Pin( Ae Pin

&

)* + )c, Thickne Ok  ,

, .43 'c

USE 6- .

Concrete trengt#( )Fc?+ ,

 ield trengt#( )Fy+ , De"ored Bar( )φ+ , φ

Coln ie( 7-a5i()C7+ ,

Coln ie( -a5i()C + ,

Dea oa ( PD

 ,

Live oa ( PL

 ,

P  , .0PD > PL ,

Dead load( )PD+ ,

Live load( )PL+ ,

P, .4P

D > .%P

L,

<C9CGL

,

=Eective de't#()de+,

<C9CGL

,

φ!de$

ρ , - -

H',%IP ,

Hc' , φ  "c? !

od ,

G , ρJBJde

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  Project : 4 S%/#e0 B*i'!i

  Location : Bang!ang

  Flr./Level : Footing

  Deigned !y : a"v

DESIGN OF PILE CAPS

INPUT DATA TRIAL FOOTING THICKNESS

$%.&0 M'a Footing t#k.( )*+ , 00.0 Thi

44.00 M'a $

Pile 1orking ca'acity , 33.0 2'a De't#.( )d+ , %$.

400.00

&00.00

Pile "actor o" a"e , $.0  

 

  LOADS

(0&4.80 2n

3%0.0 2n

  (4.4% 2n 

9eired no. o" Pile, .;ay $.00  

Lengt# )L+ , $.0

L,

Dead load( )PD+ ,

Live load( )PL+ ,

P, .4P

D > .%P

L,

=Eective de't#()de+,

<C9CGL

,

φ!de$

ρ , - -

H', P ,

Hc' , φ  "c? !

od

G , ρJBJde

G

 , ρJBJde

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308&444.5l 03//$0&

C=KA9 PG92 *O=LKH=;GOK OF FOOK OK PL=;

KPA DGG: ; d + d )4+

800 d 3%00$&$.08%3 , 0

9eired de't#( d , $0&.8$

By Bea ;#ear: H , 39 , 48.348$ kK

, 0.$ MPa

v' ,

H'

,

48348.&8%0%

, 0.$0.) $300 + d

9eired de't#( d , 0%$.&&

Deign Moent( M , 0.4&$33%3 K-

, &.4=-00

, 0.0034

Gred , $$.&

d

G!ar $

PDL

PLL

PA

v' , √"?c/3

φ !o d

> d$ -

v' , √"?c/&

φ ! d

ρredρin

$

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308&444.5l 03//$0&

Ko. o" !ar , $$.$ A;= $$ - 3&

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308&444.5l 03//$0&

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308&444.5l 03//$0&

φ !ar