calculation sheet repot of storage tank foundation rev.2 (14mx14m)
TRANSCRIPT
-
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)
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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 :
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
8/13
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
11/13
ATTACHMENT
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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.
-
8/11/2019 Calculation Sheet Repot of Storage Tank Foundation Rev.2 (14mx14m)
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