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DESAIN PONDASI TANGKI
550 M3 TAHAN GEMPA
DENGAN BANTUAN PROGRAM AFES 3.0
DAPI SYAMSUDIN. ST
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FOUNDATION CALCULATION SHEET
One-Stop Solution for Foundation
TITLE DESCRIPTION
PROJECT/JOB NO. DP ENGINEERING
PROJECT/JOB NAME TANGKI 550 M3 CLIENT NAME -
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Page 1
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
FOUNDATION LISTS
Group Name No. Description No. Description
TANK600M3 1 F1
11/13/2014
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Page 2
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
CONTENTS
1. GENERAL
1.1 CODE & STANDARD
1.2 MATERIALS & UNIT WEIGHT
1.3 SUBSOIL CONDITION & SAFETY FACTORS
1.4 LOAD COMBINATION
2. DRAWING
2.1 LOCATION PLAN
2.2 DETAIL SKETCH
3. FOUNDATION DATA
3.1 FOOTING DATA
3.2 PIER DATA
3.3 SECTION DATA
3.4 LOAD CASE
3.5 LOAD COMBINATION
4 CHECK OF STABILITY
11/13/2014
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Page 3
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
1. GENERAL
1.1 CODE & STANDARD
Items Description
Design Code American Concrete Institute (ACI 318) [Metric]
Horizontal Force for Wind AMERICAN SOCIETY OF CIVIL ENGINEERS [ASCE 7-02]
Horizontal Force for Seismic AMERICAN SOCIETY CIVIL ENGINEERS [ASCE 7-02]
Unit System Input : MKS, Output : MKS, Calculation Unit : IMPERIAL
1.2 MATERIALS & UNIT WEIGHT
Items Value
Concrete (fck : compressive strength)
Lean Concrete (Lfck : compressive strength)
Rs (Soil unit weight)
Rc (Concrete unit weight)
Es (Steel Modulus of Elasticity)
Ec (Concrete Modulus of Elasticity)
- Pile Capacity
Items Value
Pile Name Industry Water Tank 500 m3
11/13/2014
Reinforcement (10M ~ 16M , yield strength)Reinforcement (19M ~ , yield strength)
250.000 kgf/cm2
150.000 kgf/cm2
2400.000 kgf/cm
2
3900.000 kgf/cm2
1.800 ton/m3
2.400 ton/m3
2.000 106 kgf/cm
2
235000.000 kgf/cm2
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Page 4
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
Allowable Increase of Pile Uplift (Wind) 0 %
Allowable Increase of Pile Uplift (Seismic) 0 %
Allowable Increase of Pile Uplift (Test) 0 %
Safety factor against overturning for OVM1(FO1) 2
Safety factor against overturning for OVM2(FO2) 2
Safety factor against overturning for OVM3(FO3) 2
Safety factor against overturning for OVM4(FO4) 2
Safety factor against sliding for the SL1(FS1) 2
Safety factor against sliding for the SL2(FS2) 2
Safety factor against sliding for the SL3(FS3) 2
Safety factor against sliding for the SL4(FS4) 2
0.35
1.4 LOAD COMBINATIONComb . ID Load Combination for stability
10 1.0 SW + 1.0 Empty
11 1.0 SW + 1.0 WL + 1.0 Empty
12 1.0 SW + 1.0 SL2 + 1.0 Empty
21 1.0 SW + 1.0 Operation
22 1.0 SW + 1.0 WL + 1.0 Operation
23 1.0 SW + 1.0 SL2 + 1.0 Operation
31 1.0 SW + 1.0 Test
32 1 0 SW + 25 WL + 1 0 Empty
11/13/2014
Friction factor (m )
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Page 5
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
2. DRAWING
2.1 LOCATION PLAN
2.2 DETAIL SKETCH
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REFERENCE DWGS
NO. DWG NO. DWG TITLE
N O T E S
* OUTPUT UNIT : mm
TANGKI 550 M3 PROJECT
FOUNDATION LOCATION PLAN
PROYEK TANKI 550 M3
S Q U A D C H E C K
PROCESS PIPING VESSELS STRUCT. ELEC. INST.
SCALE
AS SHOWN
JOB NO.
DP ENGINEERING
MICROFILM NO.
F1 1
A01
01
Z X
Y
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2.2 DETAIL SKETCH
OUTPUT UNIT : mm
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REFERENCE DWGS
NO. DWG NO. DWG TITLE
N O T E S
* PILE
21-¡à350 Industry Water Tank 500 m3
( ¥èi = 360¢ª, 360¢ª )
( PCD = 7300, 4800( PCD = 7300, 4800 )
* ANCHOR BOLT
1X4-M12 ANC. BOLTS (TYPE TYPE L)
* OUTPUT UNIT : mm
TANGKI 550 M3 PROJECT
FOUNDATION DETAIL FOR
F1
S Q U A D C H E C K
PROCESS PIPING VESSELS STRUCT. ELEC. INST.
SCALE
AS SHOWN
JOB NO.
DP ENGINEERING
MICROFILM NO.
REV. DATE DESCRIPTION DRWNCHKDAPPDAPPDAPPD
4500x2
4 5 0 0 x 2
500 500 7000 500 500
9000
13M@150
1 3 M @ 1 5 0
13M@150
1 3 M @ 1 5 0
5 0 T Y P .
LC FOOTING
TOP BOTTOM
FOUNDATION PLAN FOOTING REINF. PLAN
7 5 P R O J
.
7 0
2 - 1 3 M
5 0
19M
LEAN CONC. 100 THK
3 0 G R O U T
3 0 0
1 0 0
TOG EL. + 400
8 0 0
SECTION
3750
500
3750
3
7 5 0
5 0 0
3 7 5 0
PEDESTAL
8000
500
LC PED.
REBAR
5 0 0
19M@200
5 0 ( T Y
P . )
2 - 1 3 M
PEDESTAL REBAR ARRANGEMENT
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Page 9
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
3. FOUNDATION DATA
3.1 FOOTING DATA
9000
The Origin coordinate
The Center of Gravity & Pile (0,0) mm
8 0 0
1 0 0
3 0 0
Unit : mmFt. Name F1
Ft. Type
Area
Ft. Thickness 800.00 mm
Ft. Volume
Ft. Weight 122.146 tonf
Outer Soil Height -300.00 mm
Soil Volume
Soil Weight 0.000 tonf
Buoyancy Not Consider
Self Weight (except Pr.SW) 122.146 tonf
11/13/2014
TANK 1
63.617 m2
50.894 m3
0.000 m3
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Page 10
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
3.3 SECTION DATA
9000 Unit : mm
Ft.Name / Sec.Name F1 / S1
Direction All Direct Section Area
F.Volume F.Weight
S.Volume S.Weight
Pier Wt Total Weight
3.4 LOAD CASE
Input the point loads in the global coordinate system direction. Positive directions of moments (shown in the sketch) arebased on the right hand rule.
Fx
Fy
Fz
Mx
My
Mz
Index Load Case Name
11/13/2014
63.617 m2
50.894 m3
122.146 tonf
0.000 m3 0.000 tonf
9.755 tonf 131.900 tonf
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Page 11
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
3.5 LOAD COMBINATION
In Pier Top
without Self Weight
In Footing Bottom
with Pier Self Weight,
But without Footing Self Weight,
In Footing Bottom Center
with Pier & Footing Self Weight & Soil Weight,
Case PileType
in centroid of Pile Group
Case NonPileType
in centroid of Footing
3.5.1 Load Combination in Pier Top (Without SW)Unit( tonf , tonf-m )
Ft.Name Pr.Name L.Comb.
1
10 0.000 0.000 -20.000 0.000 0.000
11 12.280 0.000 -20.000 0.000 70.590
12 92.650 0.000 -20.000 0.000 532.760
21 0.000 0.000 -550.000 0.000 0.000
22 12.280 0.000 -550.000 0.000 70.590
23 92.650 0.000 -550.000 0.000 532.760
31 0.000 0.000 -600.000 0.000 0.000
32 3.070 0.000 -20.000 0.000 17.647
100 0.000 0.000 -28.000 0.000 0.000
101 15.964 0.000 -18.000 0.000 91.767
102 132.490 0.000 -18.000 0.000 761.847
11/13/2014
Fx Fy Fz Mx My
F1
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Page 12
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
121 5.219 0.000 -853.656 0.000 34.698
3.5.3 Load Combination in Footing Bottom Center (With Pier & Footing SW)
Load Combination of Elastic Condition
p : PileType
- C.G. of Load is coordinate from left bottom. Unit : mm Unit( tonf , tonf-m )
Ft.Name L.Comb. C.G. of Loads
10 0.000 0.000 -151.900 0.000 0.000 4500.0 , 4500.0
11 12.280 0.000 -151.900 0.000 81.642 4500.0 , 4500.0
12 92.650 0.000 -151.900 0.000 616.145 4500.0 , 4500.0
21 0.000 0.000 -681.900 0.000 0.000 4500.0 , 4500.0
22 12.280 0.000 -681.900 0.000 81.642 4500.0 , 4500.0
23 92.650 0.000 -681.900 0.000 616.145 4500.0 , 4500.0
31 0.000 0.000 -731.900 0.000 0.000 4500.0 , 4500.0
32 3.070 0.000 -151.900 0.000 20.411 4500.0 , 4500.0
Load Combination of Ultimate Condition
p : PileType
- C.G. of Load is coordinate from left bottom. Unit : mm Unit( tonf , tonf-m )
Ft.Name Sec.Nam L.Comb. C.G. of Loads
100 0.000 0.000 -41.656 0.000 0.000 4500.0 , 4500.0
101 15.964 0.000 -26.779 0.000 106.135 4500.0 , 4500.0
102 132.490 0.000 -26.779 0.000 881.087 4500.0 , 4500.0
11/13/2014
Fx
Fy
Fz
Mx
My
F1 p
Fx Fy Fz Mx My
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Page 13
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
4. CHECK OF STABILITY
4.1 CHECK OF PILE REACTION (Bi-Axial)
4.1.1 Formula
if footing is checked in Buoyancy Fz means Fz - Fb
a. Vertical - Bi Axial : R =Fz
Np
My X
Xi2
Mx Y
Yi2
- Ru = Rmax
- Uf = Min[ 0 , Rmin ]
- Ru < Va => OK
b. Horizontal - Hmax =(
Hxi2 + Hyi
2)
Np< Ha => OK
c. Uplift - Uf < Ua => OK
Ver. / Uf. = Vertical / Uplift
4.1.2 Check of Vertical & Uplift Reaction
Ft.Name Np(EA) Fl (mm) Fw (mm)
F1 21 9000 9000 105.86 105.85
Unit( tonf )
Ft.Name L.Comb. Pile Result
F1 23 Industry 53.717 11.226 53.717 0 55 16
4.1.3 Check Of Horizontal Reaction
Ft.Name L.Comb. Pile Hmax (tonf) Ha (tonf) Result
Industry
11/13/2014
Xi2 (m
2) Yi
2 (m
2)
R Max R Min Ru Uf Ra Ua
OK
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Page 14
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
5. DESIGN OF FOOTING
5.1 DESIGN MOMENT AND SHEAR FORCE
Footing design is in accordance with unltimate strength method at footing bottom.
Calculated total pier load as
Q = Fz - Self Weight Factor (Soil Weight + Footing Weight)
Ft.Name : Footing Name , Sec.Name : Strip Name for Footing Reinforcement Design
Dir. : Direction , L.Comb. : Load Combination Index , Sl or Sw : Strip X or Y width
5.1.1 Data Unit( mm , tonf , tonf-m )
Ft.Name Sec.Nam Dir. L.Comb. Fl or Fw Sl or Sw
S1 X
100 9000.00 9000.00 41.656 0.00 41.656
101 9000.00 9000.00 26.779 106.13 26.779
102 9000.00 9000.00 26.779 881.09 26.779
110 9000.00 9000.00 41.656 0.00 41.656
111 9000.00 9000.00 853.656 138.79 853.656
112 9000.00 9000.00 41.656 862.60 41.656
121 9000.00 9000.00 853.656 34.70 853.656
S1 Y
100 9000.00 9000.00 41.656 0.000 41.656
101 9000.00 9000.00 26.779 0.000 26.779
102 9000.00 9000.00 26.779 0.000 26.779
110 9000.00 9000.00 41.656 0.000 41.656
111 9000.00 9000.00 853.656 0.000 853.656
112 9000.00 9000.00 41.656 0.000 41.656
11/13/2014
Fz M Q
F1 p
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Page 15
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
5.2 RING WALL DESIGN
5.2.1 Ring Wall Formula
Definitions,
W : Weight of tank shell plus the tributary weight
of a cone roof per feet of circumference (tonf/m)
N : Thickness of tank shell plate
BPT : Bottom Plate Thickness
D : Tank diameter
f
: Angle of internal friction of soil
H : Height of tank (Height of liquid)
h : Height of ring wall
h1,h2 : Filling material height of ring wall
g s1,g s2 : Unit weight of soil under tank (ton/m3)
g s =g s1 h1 + g s2 h2
h1 + h2
q = Unit weight of tank fluid (ton/m3)
g
c = Unit weight of concrete (ton/m3)
F = Radial outward force on ringwall
T = Axial tension in ring
Ko = Rest Earth Pressure Coefficient
Minimum required thickness of ringwall
The center-to-center diameter of ring wall is equal to the nominal tank diameter.
The tank diameter is 4572mm or more
If above assumptions are not applicable, an alternate foundation type shall be used.
W =EmptyLoad - Bottom Plate Weight
p
tank diameter(tonf/m)
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Page 16
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
Horizontal reinforcement of ringwallFPu1
Pu2
Pu3 Pu4
T
a
n
k
q
Hg s1
g s2
h 1
h 2
t
F
T
T
D
Pu1 = ko ( h1 + h2 ) q H Pu2 = 1/2 kog s1 h1
2
Pu3 = kog s1 h1 * h2 Pu4 = 1/2 ko
g s2 h22
F = Pu1 + Pu2 + Pu3 + Pu4
T = 1/2 F D , the F(horizontal force) causes a hoop tension in the ring wall
Req'd As = Load FactorT
f
f y , f = 0.9
Req'd As must not be less than that required for temperature
& shrinkage reinforcement.
fac : Shrinkage And Temperature Factor
Reinforcement is more than 60000 psi and 10M ~ 16M..............fac = 0.002
else case......................................................................................fac = 0.0025
As.Min = factors (By Design Code) ringwall cross section area
Req'd As = Required steel area to resist entire axial tension
Vertical reinforcement of ringwall
Mu = Load Factor ( Pu1 1/2 ( h1 + h2 ) + Pu2 (1/3 h1 + h2 ) + Pu3 1/2 h2 + Pu4 1/3 h2 )
Selected As = Max ( fac b h , r .req b d , Min ( 1.333 r .req b d , Max (200
f yb d ,
3 f ck
f yb d ) ) )
fac : Shrinkage And Temperature Factor
Reinforcement is more than 60000 psi and 10M ~ 16M..............fac = 0.0012
else case......................................................................................fac = 0.0015
Rn =Mu
f
bd2 , f = 0.9 , r .req =
0.85 fck
fy ( 1 - 1 -
2Rn
0.85fck )
Asmax = 0.75 r b b d
r b = 0.85 b 1 f ck
f y
0.003 Es
0.003 Es + f y If Selected As < Using As < Asmax , then OK!!
When Fdn type is block, Selected As = fac b h
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Page 17
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
5.3 REQUIRED REINFORCEMENT
5.3.1 Reinforcement Formula
- Shrinkage And Temperature Reinforcement ---- ACI CODE 7.12.2
As As1 = fac b h , fac = following
Area of shrinkage and temperature reinforcement shall provide at least the following ratio
of reinforcement area to gross concrete area, but not less than 0.0014
(a) Slabs where Grade 40 or 50 deformed bars are used ........................................................................0.0020
(b) Slabs where Grade 60 deformed bars or welded wire reinforcement are used....................................0.0018 (c) Slabs where reinforcement with yield stress exceeding 60,000 psi measured at a yield
strain of 0.35 percent is used .......................................................................................................0.0018 60,000
f y
- Required Reinforcement by Analysis
As As2 = r
.req b d
- At every section of flexural members where tensile reinforcement is required
As (As5 =3 f ck
f ybw d) (As4 =
200
f yb d) ---- ACI Eq (10-3)
- The requirements of Eq (10-3) need not be applied, if every section As provided is
at least one -third greater then that required by analysis ---- ACI CODE 10.5.3
As3 = 1.333 r .req b d
Asmax = 0.75 r b b d
r b = 0.85 b 1 f ck
f y
0.003 Es
0.003 Es + f y
Selected As = Max ( As1 , As2 , Min ( As3 , Max ( As4 , As5 ) ) )
If Selected As < Using As < Asmax , then OK!!
Note : The reinforcement is calculated bases on the maximum moment under the foundation in each direction.
But, the 'ISO' , 'OCT' , 'HEX' , 'COMB' , 'TANK1' foundations are calaulated as face pier Where,
RMu
0 90.85 fck
( 1 12Rn
)
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Page 18
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
- Y direction (Unit Width)
Sec.Name L.Comb. Using Bar (mm) Width b (m) d (cm)
S1121 top 4.500 1.000 73.050 8.853
121 botom 8.045 1.000 63.050 8.853
Sec.Name L.Comb.
S1
121 top - -
121 bottom 0.228 0.0001
Sec.Name L.Comb.
S1121 top 8.000 - - 42.799 38.282 294.523
121 bottom 8.000 0.599 0.798 36.940 33.042 254.205
Sec.Name L.Comb. Result
S1121 top 8.853 8.000
121 bottom 8.853 8.000
11/13/2014
Loc. (m) As (cm2)
6.67 - 13M @ 150
6.67 - 13M @ 150
Mu (tonf-m) Rn r.Req
-
0.815
As1(cm2) As2(cm
2) As3(cm
2) As4(cm
2) As5(cm
2) Asmax(cm
2)
Select As(cm2)Using As(cm
2)
OK
OK
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Page 19
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
5.4 ONE WAY SHEAR FORCE
5.4.1 One-Way Shear Formula
ACI 318-05 CODE 11.3.1.1
- For members subject to shear and flexure only.
- f Vc = 0.75 2 f ck B'w d (eq 11-3)
- Vu <= f Vc , then OK!!
5.4.2 Check of One-Way Shear
Footing Name : F1 GroupType : Tank_1 PileType : True
9000
8945
8 9 4 5
Unit : mm
- X direction One-Way Shear (Unit Width)
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Page 20
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
5.5 TWO WAY SHEAR FORCE
5.5.1 Two-Way Shear Formula
Vu = Fz Shade Ratio
(a) f Vc1 = 0.75 2 (1 + 2/b c) f ck bo d (eq 11-33) <- Vc1
(b) f Vc2 = 0.75 2 (1 + s d / 2 bo) f ck bo d (eq 11-34) <- Vc2
(c) f Vc3 = 0.75 4 f ck bo d (eq 11-35) <- Vc3
f
Vc = Min(f
Vc1 , f
Vc2 , f
Vc3) ACI 318-05 CODE 11.12.2.1
Vuf
Vc , then OK where
b = ratio of long side to short side of the column, concentrated load or reaction area
s = 40 for interior colimns
= 30 for edge columns
= 20 for corner columns
bo = perimeter of critical section
Shade Ratio =Footing Area - Punching Area
Footing Area
5.5.2 Check of Two-WayShear
9000
Ft.Name F1 Punching Area
Pr.Name 1 Pile effect
Shape CircleWall
L.Comb. 121
Pl 8000 mm
11/13/2014
f Vc1
f Vc2
f Vc3
585829.500 cm2
0 / 21
3295.253 tonf
1619.229 tonf
2196.835 tonf
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Page 21
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
5.6.2 Check of Pile Punching Shear
9000
12
3
4
5
67
8
9
10
11
12
1314
15
16
17 18
19
20
21
Ft.Name F1 Punching Area
Pile No. 10 1 / 40
Shape Square
L.Comb. 111
PileNameIndustry Water Tank
500 m3
Diameter 350mm
bo 3974mm Vu
d 643.5mm Result
11/13/2014
bc / s
f Vc1
f Vc2
f Vc3
f Vc
9870.423 cm2
482.449 tonf
681.628 tonf
321.633 tonf
321.633 tonf
53.579 tonf
OK
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Page 1
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
SUMMARY REPORT FOR FOUNDATION DESIGN
Project Information
Project Name TANGKI 550 M3
Structure Name PROYEK TANKI 550 M3
1. Check of Pile Reaction (Bi-Axial)
1.1 Check of Vertical (Unit : tonf)
Ft.Name # L/C Pile Ru Uf Ra Ua Result
F1
10 Industry 7.233 0 55 16
11 Industry 10.048 0 55 16
12 Industry 28.479 -14.012 55 16
21 Industry 32.471 0 55 16
22 Industry 35.287 0 55 16
23 Industry 53.717 0 55 16
31 Industry 34.852 0 55 16
32 Industry 7.937 0 55 16
1.2 Check of Horizontal (Unit : tonf)
Ft.Name # L/C Pile H Max Ha Result
10 Industry 0 6
11
Industry
0.6 612 Industry 4.4 6
21 Industry 0 6
11/13/2014
OK
OK
OK
OK
OK
OK
OK
OK
OK
OKOK
OK
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Page 2
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
102 8.00 / 8.00 8.85 / 8.85
110 8.00 / 8.00 8.85 / 8.85
111 8.00 / 8.00 8.85 / 8.85
112 8.00 / 8.00 8.85 / 8.85
121 8.00 / 8.00 8.85 / 8.85
(Unit : mm,cm2)
Ft.NameSec.Nam
# L/C T.Used(Wall) / T.min(Wall) Used As(Wall) / Req.As(Wall) ResultF1 Wall - 500.00 / 304.80 2.65 / 1.98
2.2 Check of One Way Shear (Unit : tonf)
Ft.Name Sec.Nam # L/C Result
F1
S1 (X)
100 40.47 0.00
101 40.47 0.00
102 40.47 0.00
110 40.47 0.00
111 40.47 0.00
112 40.47 0.00
121 40.47 0.00
S1 (Y)
100 39.65 0.00
101 39.65 0.00
102 39.65 0.00
110 39.65 0.00
111 39.65 0.00
11/13/2014
OK / OK
OK / OK
OK / OK
OK / OK
OK / OK
OK / OK
VuVc
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
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Page 3
Calculation Sheet
of
Foundation
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
111 10 321.633 53.579
112 10 321.633 39.870
121 10 321.633 49.990
11/13/2014
OK
OK
OK
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COLUMN CALCULATION SHEET
One-Stop Solution for Column
TITLE DESCRIPTION
PROJECT/JOB NO. DP ENGINEERING
PROJECT/JOB NAME TANGKI 550 M3
CLIENT NAME -
11/13/2014
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Page 1
Calculation Sheet
of
Pier
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
CONTENTS
1. INPUT DATA
1.1 GENERAL
1.2 PIER DATA
1.3 LOADING DATA
2. PM DIAGRAM
2.1 FORMULA
2.2 PM DIAGRAM & ANALYSIS
2.3 ANALYSIS & RESULT
2.4 DETAIL PM DIAGRAM
3. ONE-WAY SHEAR
3.1 FORMULA
3.2 ONE-WAY SHEAR
11/13/2014
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Page 2
Calculation Sheet
of
Pier
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
1. INPUT DATA
1.1 General
Design Code American Concrete Institute (ACI 318) [Metric]
Input Unit MKS Output Unit MKS
0.9 0.9 0.7 0.65 0.75
fck Ec Es Steel Db Cover
50 mm
1.2 Pier Data
8000500 50
Pier Name 1 Ver Bar
Pier Shape CircleWall Tie Bar
Width 8000 mm Fck
Length 8000 mm fy
Height 100 mm Using As
dx 7927.5 mm dy 7927.5 mm
Main Bar
Bar Check
1.3 Loading Data
11/13/2014
f Bending f Axial f Sprial reinf. f Tied reinf. f Shear
fy (10M ~ 16M) fy (19M ~)
250 kgf/cm2
2400 kgf/cm2
3900 kgf/cm2
235000 kgf/cm2
2000000 kgf/cm2
ASTM A615 (M)
13M @ 200 mm
10M, 118 2 EA
250 kgf/cm2
3900 kgf/cm2
669.13 cm2
118 2 =236 , Area = 669.128cm2 , Amin (1%) = 1178.1cm
2 , Amax (2%) = 2356.2cm
2
Reinforcrment Area is too small
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Page 3
Calculation Sheet
of
Pier
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
1.3.3 In Pier Top Unit( tonf , tonf-m )
P. Name LC#
1
100 0 0 -28 0 0
101 15.964 0 -18 0 91.767
102 132.49 0 -18 0 761.847
110 0 0 -28 0 0
111 20.876 0 -840 0 120.003
112 129.71 0 -28 0 745.864
121 5.219 0 -840 0 30.001
1.3.4 In Pier Bottom Unit( tonf , tonf-m )
P. Name LC#
1
100 0 0 41.656 0 0
101 15.964 0 26.779 0 80.592
102 132.49 0 26.779 0 669.104
110 0 0 41.656 0 0
111 20.876 0 853.656 0 105.39
112 129.71 0 41.656 0 655.067
121 5.219 0 853.656 0 26.347
11/13/2014
Fx Fy Fz Mx My
Fx Fy Fz Mx My
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Page 4
Calculation Sheet
of
Pier
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
2. ONE-WAY SHEAR
2.1 FORMULA
1) Maximum Axial Load Strength
- Po = 0.85 fck (Ag-Ast) + f y Ast
- Pnmax = f 1 Po ( f 1 = Axial Strenth Resuction Factiors)
- Mnmax = The Value of diagram, When P is Pn.
- Pumax =f
2 Pnmax f 2 = Sprial or Tied Reinforcement Reduction Factor
2) Balanced Strain Condition
A balanced Strain condition exists at a cross-setion
when the maximum strain at the extreme
compression fiber just reaches e u = 0.003 simultaneously
with the first yield strain of e s = f y/Es in the tension reinforcement.
The ratio of neutral axis depth cb is shown below
Cb
d = e
u
e u + e y
e u = 0.003
fc = 0.85 f ck
3) Strength for Combined Flexure and Axial Load
Maximum usable strain at extreme
concrete compression fiber shall
be assumed equal to e u = 0.003
if c that is neutral axis is supposed, Pn and Mn can be calculated as below
Pn = 0 85 fck ( Acomp - (1 to 11) Ast ) + (1 to 28) fs Ast
11/13/2014
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Page 5
Calculation Sheet
of
Pier
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
2.2 PM DIAGRAM & ANALYSIS
2.2.1 Pier Name : 1
(tonf , tonf-m )
0
5000
10000
15000
20000
25000
10000 20000 30000 40000
P
Mx
Pnmax
f Pnmax
Balanced
Axis X - Axis (All comb.)
Po 26497.860 tonf
23848.070 tonf / 16693.650 tonf
11130.48 tonf-m / 7791.33 tonf-m
15148.660 tonf / 10604.060 tonf
31493.76 tonf-m / 22045.63 tonf-m
c(Balanced) 5662.5 mm
emin 255.24 mm
klu / rx 0.1
Slender Neglect
(tonf , tonf-m )
1 000
20000
25000
P
Pnmax
f Pnmax
B l d
Axis Y - Axis (All comb.)
Po 26497.860 tonf
23848.070 tonf / 16693.650 tonf
11223 tonf-m / 7791.33 tonf-m
11/13/2014
Pn /f
Pn
Mn / fMn
Pb / fPb
Mb / fM
Pn / fPn
Mn / fMn
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Page 6
Calculation Sheet
of
Pier
Project Na. : TANGKI 550 M3
Project No. : DP ENGINEERING
Client : -
121 1 1 217.89 217.89 5804.31 5805.21
2.3.2 Force Check unit (tonf )
Pier L/C# Result
1
100 -1440.75 16693.65 41.66
101 -1442.37 16693.65 26.78
102 -1442.37 16693.65 26.78
110 -1440.75 16693.65 41.66
111 -1352.2 16693.65 853.66
112 -1440.75 16693.65 41.66
121 -1352.2 16693.65 853.66
3. ONE-WAY SHEAR 3.1 FORMULA
ACI 318-05 CODE 11.3.1.1
- For members subject to shear and flexure only.
- Vc = 2 f ck Bw d (eq 11-3)
- Vs = Av f y d
s(eq 11-15)
- Vu <=f
Vc + f
Vs ,f
= 0.75 (eq 11-1)
- When, Value off
Vs shall not exceedf
8 f ck Bw d (Vs max)
3 2 ONE WAY SHEAR
11/13/2014
OK
Fz fPs fPnmax
OK
OK
OK
OK
OK
OK
OK
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Project
Name
Project
Unit
Sector
No
Excavation Back Fill Disposal
1 50.66 12.117 38.543
Total 50.66 12.117 38.543
Member Concrete Lean Conc. Crush Stone
Struct.Super Struct. Grout. Form Work
F1 52.072 6.734 0 1.178 0 0.353 27.627
Total 52.072 6.734 0 1.178 0 0.353 27.627
Item Name Sizemm
Lengthmm
Number Ea
Remark
Anchor Bolt Dia 24 400 4
Pile 350 x 350 17000 21
Item Name Area
Remark
Protection 1 68.801
Protection 2 74.456
Protection 3 63.617
Item Name Weightk /m
Total Len.m
Total WT.k
Remark
1.043 2039.059 2127.301
2.229 252.25 562.148
2.689
Reinforced Bar Size
Reinforced B
13M (fy=2400 kgf/cm2)
19M (fy=3900 kgf/cm2)
TOTAL WEIGHT (TON)
ANCHOR BOLT M12 - TYPE L
Driven Prestressed High Concrete Piles
Material Type
COAL TAR EPOXY
PRIMER COAT & FINISH COAT
LF ADHESIVE WATER PROOF MEMBR
Summary
Structure Name
ENGINEERI MKS PROYEK TANKI 550 M3
Material Type
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DPE ( DESAIN PRIVATE ENGINEERING )
Bagi anda yang berkecimpung dalam dunia Teknik Sipil/ Civil Engineeringbaik Mahasiswa lulusan D3 atau S1, yang berdomisili dijakarta dandikarawang yang ingin untuk belajar ( Private ) Software Teknik Sipil :
1. STAADPro 2007 ( Desain Struktur Beton atau Struktur Baja )
2. AFES 3.0 ( Desain Fondasi Dangkal atau Fondasi Dalam )
Untuk pelatihan ( Private ) Desain struktur civil dengan biaya training Rp
3.000.000,- total session 18 jam ( 3jamx6 pertemuan ). Lokasi di jakarata barat : Perumahan Taman kencana blok A1 No 20 rt
/rw 02/012 kelurahan tegal alur kota jakarta Barat
untuk waktu pelatihan Hari Sabtu dan Minggu dan waktu bisaditentukan kemudian.
Laptop di sediakan ( TERSEDIA 4 ORANG/ lebih).
BISA BAWA LAPTOP Nanti Untuk sofware STAADPro2007 dan AFES3.0 yang belum ada bisa langsung di install.
Bisa hubungi langsung DAPI - 085878353335.
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DESAIN PRIVATE STRUKTUR STAADPro 2007
DALAM SETIAP PERTEMUAN AKAN
DIBERIKAN PEMODELAN/ STRUKTUR YANGBERBEDA DARI DESAIN STRUKTUR BAJA
DAN STRUKTUR BETON MULAI DARI
PABRIK, MAIN HOUSE, SAMPAI DESAIN
BANGUNAN 7 LANTAI.
DIBERIKAN SOFT COPY MATERI
PERHITUNGAN PEMBEBANAN ( BEBANMATI, BEBAN HIDUP, BEBAN ANGIN DAN
BEBAN GEMPA ), (MS Excel).
DIBERIKAN SOFT COPY MATERI BEBAN
GEMPA 2002 DAN 2012 (MS Excel).
DIBERIKAN SOFT COPY MATERI
PERHITUNGAN GEMPA STATIS DAN GEMPADINAMIS (MS Excel).
DESAIN STAADPRO SANGAT MUDAH DAN
CEPAT DALAM MENDESAIN STRUKTUR.
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Diberikan soft copy materiperhitungan daya dukung tanahuntuk pondasi dangkal (MS Excel).
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Diberikan soft copy materiaplikasi penggunaan AFES 3.0untuk desain Pondasi Dangkal.
Diberikan soft copy materiaplikasi penggunaan AFES 3.0untuk desain Pondasi TiangPancang.
Diberikan materi desain pondasiTanki 500m3.
DESAIN PONDASI AFES 3.0
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