Bund Wall

DESIGN OF BUND WALL

Bund Wall Properties : T 1  2800mm T 2  500mm T 3  500mm b  300mm c  5000mm a 

( c  b) 2

a  2.35 m

Material Properties : Fc'  24.9Mpa Fy  390Mpa

bar  16mm shear  0.75 momen  0.8 Density of Material :

 conc  24

kN 3

 water  10

m

kN

kN

 soil  18

3

m

m

3

Properties of Soil base on soil investigation investigation report point 5.4 on recomendation shallow foundation we have bearing capacity : qall  50

kN m

2

... (allowable bearing base on recomendation, see attachment) 

Check Stability : 1

kN

  water  T 12



H  39.2

w1  b   T 1  T 2    conc



w1  23.76

w2  a  T2   conc



w2  28.2

w3  c  T 3   conc



w3  60

w4  a  T2   soil



w4  21.15

w5  a  T1   water



w5  65.8

H 

2

Wtotal  w1  w2  w3  w4  w5



m kN

m kN

m kN m kN

m kN m Wtotal  198.91

kN m

- Take momen about Z - Overturning momen MH  H 

 1  T    T  T  1 2 3  3   



MH  75.787

kN  m m

... (A.R. Mohamed, page 162) 

- Restoring momen MR  w1  ( a  0.5  b)  w2  ( 1.5  a  b)  w3  ( a  0.5  b)   w4  0.5  a  w5  ( a  0.5  b) MR   456.914

kN  m

... (A.R. Mohamed, page 163) 

m

Check Safety Factor for momen overturning SF  1.5

... (A.R. Mohamed, page 163)  MR 

SFactual 



MH

Check 

SFactual  6.029 if  SFactual  SF

"Check SF Ok"

"Check SF Not Ok"

otherwise

Check  "Check SF Ok"

Check Safety Factor for sliding Safety factore for sliding =

SF  3

Cohesion & friction angle from soil data =

cu  0.63 kg  cm

2

  8.7deg

... (BH-03 data) 

Capacity of Shear Resistant  Vall 

 W   tan  2     total   3  

SFused 

 Vall



H

SFsliding 

"Ok"

if 

"Not Ok"

cu  c



SF

 Vall  128.765

kN m

SFused  3.285 SFused  1.5 otherwise

... (sliding stability of foundation is not ok if

 Vall  V

 < 1.5 ) 

SFsliding  "Ok" Checking bearing capacity of soil stress soil on foundation per 1 m width :

 soil_max 

Wtotal  1m c  1m



MH  1m 1 6

 soil_min 

Wtotal  1m c  1m



 c2  1m

1



 c2  1m

"Stability Ok"

 soil_max  57.971

kN 2

m

MH  1m 6

Stability_Check 



 soil_min  21.593

kN m

if  qall   soil_max

"Stability Not Ok"

otherwise

2

Stability_Check  "Stability Not Ok"

To enlarge the bearing capacity we try to add the base course as the soil improvement assumption width of basecourse x = 500 mm

x  500mm y  c  2  x



 A_bottom  y 1m

y  6m ... (take per 1 m long of foundation) 

 P_onbase  qall  A_bottom qall_top 

P_onbase c  1m

Stability_Recheck 



P_onbase  300 kN



qall_top  60

kN m

"Stability Ok"

2

if  qall_top   soil_max

"Stability Not Ok"

otherwise

Stability_Recheck  "Stability Ok"

Shear Capacity of Foundation Two Ways Shear There is no shear reinforcement, therefore :  Vn = Vc d  T3   75mm  0.5  bar

... (effective height of foundation) 

d  0.417 m qfound 

W total  1m c  1m



qfound  39.782

 1      3   

Fc'   Mpa  3

 Vc1  1.387  10 kN

 Vn1  shear  Vc1  Vn1  1.04  103 kN

2

... (take per 1 m long of foundation) 

m

 Vtwo_way  qfound [ c  1m  [ ( b  d)  1m] ]  Vc1 

kN

 Mpa  ( 1m  d  2)



 Vtwo_way  170.386 kN

Shear_Capacity 

if   Vn1  Vtwo_way

"Two Way Concrete Shear Capacity Ok"

"Two Way Concrete Shear Capacity Not Ok"

otherwise

Shear_Capacity  "Two Way Concrete Shear Capacity Ok" One Ways Shear  Vone  qfound 1m 

 c   1  b  d   2  2  

 Vone  76.899 kN  Vc2 

 1      6   

Fc'   Mpa 

 Mpa  ( 1m  d)

 Vc2  346.804 kN

 Vn2  shear  Vc2  Vn2  260.103 kN Shear_Capacity_One_Way 

"One Way Concrete Shear Capacity Ok"

if   Vn2  Vone

"One Way Concrete Shear Capacity Not Ok"

otherwise

Shear_Capacity_One_Way  "One Way Concrete Shear Capacity Ok"

Reinforcement Footing Reinforcement qmax   soil_max

 

kN

qmax  57.971

2

m qmin   soil_min

 

kN

qmin  21.593

2

m qx  qmax  qmin

 

qx  36.378

kN 2

m qy 

qx  ( c  b)

... (Wahyudi. L. page 255)  quse  qy  qmin

 

quse  55.788

kN 2

m Mu 

  1  q  x2   1   q  q   x2  1m use max use   2   3 

Mu  7.155kN m bo  1m

... (momen per 1m width foundation) 

c

 

qy  34.195

kN 2

m

 1 

0.85 if  Fc'  30  Mpa

 0.85  0.008   Fc'    30    Mpa  

if  30Mpa  Fc'  55Mpa

 1  0.85

0.65 if  Fc'  55  Mpa

 b  0.85   1 

 Fc'     600    Fy   600  Fy  Mpa   

 max  0.75 b

 

 max  0.021

 min  0.0018

... (Wahyudi. L. page 74 - 76) 

assume used : Top D16-150mm, Bottom D16-150 mm

spacing  150mm 2

  bar  0.25    

bo  T 3   75mm  bar  0.5bar

Check 

"Ok"

if     max

"Ok"

if     min

"Not Ok"

 A s  Fy

Check  "Ok"

otherwise

spacing

 

0.85 Fc' bo

  3.343  10 3

 

bo

2

 A s  0.25    bar  a 

  bo    spacing 

a  0.025 m

Mn  momen  A s  Fy  T 3   75mm  bar  0.5bar  0.5  a Mn  162.537 kN m ratio 

Mu

 

Mn

Check 

"Ok"

ratio  0.044

if  ratio  1

"Not Ok"

otherwise

Check  "Ok" Wall Reinforcement Momen due to condensate pressure : Mwall  H 

 1 T    b 1 o  3  

 

Mwall  36.587kN m

assume used : Top D16-150mm, Bottom D16-150 mm

spacing_wall  200mm

2

0.25    bar 

 wall 

  bo    spacing 

bo  b   75mm  bar  0.5bar

Check 

"Ok"

if     max

"Ok"

if     min

"Not Ok"

 

 wall  6.669  10 3

otherwise

Check  "Ok" bo

2

  bar   A s_wall  0.25   awall 

spacing_wall

 A s_wall  Fy

 

0.85 Fc'  bo

a  0.025 m

Mnwall  momen  A s_wall  Fy  T 3   75mm  bar  0.5bar  0.5  awall Mnwall  122.871 kN m ratio 

Mwall

 

Mnwall

Check 

"Ok"

if  ratio  1

"Not Ok" Check  "Ok"

otherwise

ratio  0.298