Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)

8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)

1/13

`

PROJECT : FUEL GAS & LIQUID SYSTEM

OWNER : CIKARANG LISTRINDO, PT

LOCATION : CIKARANG MM2100, BEKASI INDONESIA

DOCUMENT NO. : RBKCLMCAL10

CALCULATION SHEET OFABOVE GROUND FUEL OIL STORAGE TANK

FOUNDATION (T-201)


2/13

1. BASIC OF CALCULATION

1.1 STANDARD

SNI T 03 2847 2002

American Concrete Institute ACI 318 - 1998

Principles of Foundation Engineering BRAJA M. DAS

1.2 MATERIAL SPECIFICATION

CONCRETE

Pile Cap : K 300 Kg/cm2(fc = 24.9 Mpa)

Concrete Density : concrete = 2400 kg /m3

REINFORCEMENT

Deform Bar : BJTD 40 ( Fy = 400 Mpa)

2. LOADING

2.1 Dead Load

Self weight :

Concrete = 2400kg/m3

Soil = 1800kg/m3

2 2 Suppor t Load


3/13

... (radius of pedistal)

Properties of Material

Fc' 24.9Mpa Fy 390Mpa bar 22mm conc 24kN

m3

Properties of Soil

base on soil investigation report point 5.4 on recomendation shallow foundation we have bearing capacity :

qall 50kN

m2

... (allowable bearing base on recomendation)

Vertikal Load of Tank

Self weight of foundation :

L P

Wa P L Tf conc

Wa 4.704 103 kN ... (weight of foundation)

1 20 5( )

2

STORAGE TANK FOUNDATION

Tank Properties :

Capacity of tank 817200 Liter

Wtank 8516.57kN ... (weightof tank, full water)

D 10.67m ... (diameter of tank)

H 9.142m ... (height of tank)

Tp 500mm ... (thick of pedistal)

Tf 1000mm ... (thick of foundation)

Lc 50mm ... (thick of lean concrete)

Sb 100mm ... (thick of sand bad)

P 14000mm ... (width of foundation)

a 4681mm ... (width of pedistal)

r 6116mm


4/13... (elastic linier)R 3.5

We can take the coefficient from the figure beside

SecondT1st 3.426T1st kD

ftk 0.579k

0.578

tanh3.67

DH

The period of the first sloshing must be determined to calculate respon spektra coefficient

Earthquake Load Stability of Tank

Checkwind "Wind Load no need to check"

Checkwind "Wind Load need to check" Ratiowind 1if

"Wind Load no need to check" otherwise

Ratiowind 0.857RatiowindH

D

In general, wind stability is not a problem with storage tanks; however, if H/D > 1, the stability should be

checked,

Wind Load Stability of Tank


5/13

Tank has an aspect ratio (height to diameter ratio) greater than 3 : 4 it is a tall tank.

Aspect_ratioH

D Aspect_ratio 0.857


6/13

P

Ppersquare soil m2

To enlarge the bearing capacity we have to add the base course as the soil improvement

Stability_Check "Stability Not Ok"

Stability_Check "Stability Ok" qall soilif

"Stability Not Ok" otherwise

soil 85.729kN

m2soil

Wtotal

P L

Meq

1

6P L2

Meq 5.396 103 kN m

Meq W1 X1 W2 X2 C

Check Stability of Tank

W2 3.687 103 kN

W2 Wtotal W1

W1 1.08 104 kNW1 1 0.218

D

H

Wtotal

X2 6.613mX2 1

cosh3.67

D

H

1

3.87

D

H

sinh3.67

D

H

H

X1 3.571mX1 0.5 332

DH

H

For tall tank the calculation is :


7/13

SF "Ok"SF "Ok" SF 1 5if

SFused 4.708SFusedVall

V

Vall 5.847 103 kNVall Wtotal tan2

3

cu P L

SF

Capacity of Shear Resistant

... (BH-03 data) 8.7degcu 0.63kg cm 2Cohesion & friction angle from soil data =

SF 3Safety factore for earth quake condition =

V 1.242 103 kN

V W1 W2 C

Shear Force due to Seismic Load =

Sliding Check

Recheck_stability "Recheck stability not ok"

Recheck_stability "Recheck stability ok"qall_ac

soilSFRSif

"Recheck stability not ok" otherwise

SFRS 1.5

qall_ac 128kN

m2

qall_ac qallAac1

m2

Aac yac2

yac 1mxac

0.5

... (base + subbase)xac 300mm

Actual bearing capacity base on use base course


8/13


9/13x

t 0.5 a 0 5 P t( )

qmax 85.729kN

m2

qmax

Wtotal

P L

Meq

16

P L2

qmin 62.13kN

m2

qminWtotal

P L

Meq

1

6P L2

Reinforcement

Shear_Capacity_One_Way "One Way Concrete Shear Capacity Ok"

Shear_Capacity_One_Way "One Way Concrete Shear Capacity Ok" Vn2 Voneif

"One Way Concrete Shear Capacity Not Ok" otherwise

Vn2 1.646 104 kN

Vn2 Vc2

Vc2 2.743 104 kN

Vc2 16

Fc'Mpa

Mpa B1 d

Vone 542.918 kN

Vone qw LP

2t

d

t 5.65m

t cos 1 r

One Ways Shear


10/13

s1 253.631mms1bo

n1Spacing :

n1 3.943n1As

As_Tul

Amount of Bar per 1m:

As_Tul 380.133 mm2As_Tul

1

4 TulB1

2

TulB1 barDiameter of Bar :

As 1.499 103

mm2

As use bo d

Check "Ok"Check "Ok" use maxif

"Not Ok" otherwise

use 1.817 103use max min

> 1.817 10 30.85 Fc'

Fy1 1

2 Rn1

0.85 Fc'

min 0.0018

Rn1 696.646kN

m2

Rn1Mu

0.8 bo d2

max 0.021max 0.75b

b 0.85 1Fc'

Fy

600

600Fy

Mpa

1 0.85

1 0.85 Fc' 30 Mpaif

0.85 0.008 Fc'

Mpa

30

30Mpa Fc' 55Mpaif

0.65 Fc' 55 Mpaif


11/13

ATTACHMENT


12/13

FINAL REPORT OF SOIL INVESTIGATION

PROPOSED POWER PLANT AT MM2100,BEKASI,WEST JAVA

5.3 Liquefaction

Liquefaction due to earthquake shaking will occur on saturated sand layer located at depth

shallower than 15.0m below ground surface. Loose sand layer will mostly be susceptible to

liquefaction. The shallowest sand layer in the project site is located at depth of 13.0m to 18.0m

in the borehole BH-1, but this sand layer is very dense with SPT N-values of more than 40

resulting in that liquefaction will not occur to this sand layer. Therefore, liquefaction is very

unlikely to occur in this project area.

5.4 Shallow Foundation

We do not recommend the use of shallow foundation for any important and settlement sensitive

structure because of the relatively low bearing capacity of the original top layer.

Shallow footing may be used for ordinary, or unimportant, or not heavy building such as non-

storied building or 1-storied (ground plus first floors) building at the maximum. Placing 1-

storied building with shallow footing on fill layer should be avoided because of possiblesoftening of fill soil due to water intrusion which may result in excessive differential settlement.

Allowable bearing capacity for shallow footing on original soil in cut areais 5.0 ton/m2.

5.5 Driven Pile

The most reasonable and acceptable foundation for any important and settlement sensitive

structure to be constructed here is driven pile. This is because driven pile is easy and fast to

install and can transfer working load to a competent layer at deeper stratum by by-passing the

top soft layer, resulting in very small experienced settlement. We propose the use of hollow

cylindrical precast prestressed concrete spun pile (PC pile) for driven pile because this type of

pile is readily available in Indonesia market, superior against corrosion attack compared to steel

pile for corrosive environment like this area, and far cheaper than steel pipe pile.

The available size in Indonesia market is 300mm outer diameter (od) with 65mm wall, 350mmod with 70mm wall, 400mm od with 75mm wall, 500mm od with 90mm wall, and 600mm od

with 100mm wall.

We propose the use of PC pile for foundation of structures in plant site.


13/13

LABORATORY TEST TABLE

Density

m d

Gs wn qu St c c

% wL wP IP IL e n Sr

t/m3 t/m3 % % % % % kg/cm2

kg/cm2 deg kg/cm

2 deg kg/cm2 kg/cm2

BH-1 2.50 - 3.20 2.70 1.50 0.93 62.7 91.9 35.7 56.2 0.48 1.92 66 88 98 1.07 - - - * * - - -

5.00 - 5.70 2.73 * * 65.7 67.2 29.8 37.4 0.96 * * * 97 - - * * - - * * *

9.00 - 9.70 2.69 1.86 1.37 35.4 66.6 32.3 34.4 0.09 0.96 49 99 98 - - 0.76 11.6 - - - 0.28 5.6

27.00 - 27.50 2.69 1.82 1.39 31.2 72.4 32.2 40.2 -0.02 0.94 48 89 96 - - 0.59 19.3 - - - 0.27 6.4

31.00 - 31.50 2.75 1.88 1.45 29.9 53.9 28.6 25.4 0.05 0.90 47 92 94 - - 0.50 23.7 - - - 0.29 5.7

BH-2 1.00 - 1.70 2.75 1.77 1.36 30.2 75.4 32.6 42.8 -0.06 1.03 51 81 90 0.36 - - - 0.16 23.3 - - -

5.00 - 5.70 2.63 1.72 1.22 40.9 62.0 27.0 35.0 0.40 1.16 54 93 99 1.17 - - - * * None 0.52 4.06

10.80 - 11.50 2.68 1.93 1.49 30.0 69.2 27.1 42.1 0.07 0.80 45 100 96 - - 0.46 21.10 - - - 0.21 6.92

15.00 - 15.40 2.65 1.56 1.16 34.4 54.0 31.7 22.4 0.12 1.28 56 71 52 - - * * - - - 0.23 4.46

22.00 - 22.70 2.70 1.94 1.51 28.4 61.0 23.2 37.7 0.14 0.79 44 97 99 - - 0.66 11.00 - - - 0.22 6.65

27.00 - 27.70 2.59 1.69 1.12 50.9 100.0 38.5 61.5 0.20 1.31 57 100 98 - - 0.51 9.10 - - - 0.97 8.87

BH-3 1.50 - 2.20 2.69 1.84 1.37 34.0 91.5 25.5 66.0 0.13 0.96 49 95 95 - - 0.63 8.70 - - - 0.28 5.66

5.00 - 5.70 2.69 1.57 0.93 67.6 49.6 25.2 24.5 1.73 1.88 65 97 81 0.73 - - - * * None 0.85 2.78

9.00 - 9.70 2.68 1.85 1.42 29.9 74.0 28.0 46.0 0.04 0.88 47 91 97 - - 1.55 7.20 - - - 0.25 6.38

19.50 - 19.90 2.58 1.72 1.34 27.8 44.8 26.1 18.7 0.09 0.92 48 78 98 - - 0.58 13.90 - - - 0.44 7.38

BH-04 2.50 - 3.20 2.63 1.54 1.00 53.8 82.4 33.3 49.1 0.42 1.63 62 87 94 - - 0.28 10.1 - - None 0.53 1.71

8.00 - 8.70 2.52 1.69 1.26 34.6 72.4 25.4 47.0 0.20 1.01 50 87 97 0.49 1.3 - - 0.12 17.5 - 0.32 3.80

14.00 - 10.60 2.52 1.85 1.43 29.6 64.0 22.5 41.5 0.17 0.76 43 98 95 - - 0.55 6.50 - - - 0.23 4.68

Note : * : The sample can not be trimmed or not enough.

Triaxial UU Direct Shear

Swelling

Pressure

Residual

Consolidation

Depth in meter

Liquid

Limit

Plastic

Limit

Plasticity

Index

Compression Total Stress

VoidRatio

Porosity

Degreeof

Saturation

%f

inerbyweight

passingno200sieve

Cc Pc

Unconfined

SOIL INVESTIGATION FOR POWER PLANT AT MM 2100

DANAU INDAH, BEKASI

Bore

Hole No.

Specific

Gravity

Water

Content

Atterberg limits

Liquidity

Index

AppendixC.1.1

Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)

Documents

Transcript of Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)