Lat Short Pile

LATERALLY LATERALLY LOADED PILE (BRINCH-HANSEN METHOD) H (kN) = e (m) (m) =

40.0 18.3 8.30

Lateral working load Heig eight of lo load ap applic plica atio tion

First soil layer: g1 (kN/m³) = 0

B (m) =

1.05

Pile diameter  

L (m (m) = Required FoS =

4.00 1.00 1.00

Initial gu guess fo for em embedment Overa verall ll fac facto torr of of safe safety ty

Mmax (kN.m) =

Soil unit weigh ight

 (kPa) =

0

Soil cohesion

 (deg) = f1 (d d1 (m) =

0 0

Friction angle Depth of of la layer 1

c  1

1000 1000

Pile Pile mome moment nt cap capac acit ity y

Second soil layer:

n1 =

20

# of elements abov e x

g2 (kN/m³) =

17

Soil Soil unit unit wei weigh ghtt

n2 =

10

# of elements below x

 (kPa) =

40

Soil Soil cohe cohesi sion on

x (m) = Hu (k  (kN) =

2.38 40.7

Find "x"

c  2

Depth to point of rotation FoS = 1.02

 (deg) = 0 Friction angle f2 (d Mu (k  (kN.m) = 757

Increase "L" to to achieve FoS

Note: If second layer is relatively stiffer than the first, d1 is assumed as the ground level when finding K q and Kc within the second layer. To find point of rotation:  x

To find ultima te lateral load:  x

 M     pu e   z     pu e  z   0  z 0

   )   m    (   n   o    i    t   a   v   e    l    E

20 18 16 14 12 10 8 6 4 2 0 -2 -4 -6 -400



 L

 z  x

 H 

u



   )   m    (

  n   o    i    t   a   v   e    l    E

-200

0

200

Soil reaction - pz (kPa)

400

 p

u

 x

  z   

 z    0

 x   L



 p

u

 z  

 x





e   x 20 18 16 14 12 10 8 6 4 2 0 -2 -4 -6 -600

   )   m    (

  n   o    i    t   a   v   e    l    E

-400

-200 Shear (kN)

0



 p u  g    zK qz   cK cz   B

 z    x

200

20 18 16 14 12 10 8 6 4 2 0 -2 -4 -6 -1000

 L n

0 Bending moments (kN.m)

1000