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8/17/2019 Skh3 CA 50 004 a4 Calculation of Deg Room
1/26
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN
FEED) PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI
SOEKARNO-HATTA
No. Kontrak
016/F20510/2015-SONo. Dokumen :
SKH3-CA-50-004A-A4Halaman 1 of 8
CALCULATION SHEET
FOR NEW DIESEL ENGINE AND PANEL BUILDING
KLIEN : PT. PERTAMINA (PERSERO) DIREKTORAT PEMASARAN DAN NIAGA
PROYEK : KONSULTAN PERENCANAAN DESAIN (FRONT END ENGINEERING
DESIGN FEED) PENGEMBANGAN AVIATION FUEL SUPPLY
FACILITIES DI SOEKARNO-HATTA
LOKASI : CENGKARENG, BANTEN
REV DATE DESCRIPTION PREP’D CHK’D APP’D CLIENT
0 21/5/15 Issued for Review VP BA NK
1 8/6/15 Issued for Approval VP BA NK
8/17/2019 Skh3 CA 50 004 a4 Calculation of Deg Room
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KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN
FEED) PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI
SOEKARNO-HATTA
No. Kontrak
016/F20510/2015-SONo. Dokumen :
SKH3-CA-50-004A-A4Halaman 2 of 8
REVISION SHEET
Rev. No. Date Description
8/17/2019 Skh3 CA 50 004 a4 Calculation of Deg Room
3/26
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN
FEED) PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI
SOEKARNO-HATTA
No. Kontrak
016/F20510/2015-SONo. Dokumen :
SKH3-CA-50-004A-A4Halaman 3 of 8
LIST OF CONTENT
COVER.......................................................................................................................................1
REVISION SHEET ................................................................................................................. 2
LIST OF CONTENT ................................................................................................................ 3
1. INTRODUCTION ................................................................................................................. 4 1.1 General ........................................................................................................................... 4
1.2 Scope ............................................................................................................................. 4
1.3 References ..................................................................................................................... 4
1.3.1 Project Specifications and Data Sheets .................................................................... 4
1.3.2 Standards and Codes ................................................................................................. 4
2. MATERIAL SPECIFICATION .......................................................................................... 5
2.1 Reinforced Concrete ...................................................................................................... 5
2.2 Reinforcement Bar ......................................................................................................... 5
3. LOADS ................................................................................................................................... 6
3.1 Dead Load (DL)............................................................................................................. 6
3.2 Additional Dead Load (EL) ........................................................................................... 6
3.3 Wind Load (WL) ........................................................................................................... 6
3.4 Seismic Load (SL) ......................................................................................................... 7
APPENDICES
APPENDIX A.Design Of Structure..........................................................................................8
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KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN
FEED) PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI
SOEKARNO-HATTA
No. Kontrak
016/F20510/2015-SONo. Dokumen :
SKH3-CA-50-004A-A4Halaman 4 of 8
1. INTRODUCTION
1.1 General
PT. PERTAMINA (PERSERO) plans to build a new aviation fuel supply facilities in
Soekarno Hatta International Airport. The expansion plan consist of build one (1)
New Receiver Tank capacity 12000 kl , add Hydrant Pit in Domestic and
International Cargo, and build four (4) New Delivery Tanks capacity 4x11000 kl.
Recently, JET A-1 is supplied from SPM-1 and SPM-2 at Tanjung Pasir.
The Expansion Plant will accommodate all requirement in Terminal#3 Soekarno
Hatta International Airport, Cengkareng.
1.2 Scope
This report covers the design calculation for diesel engine and panel building at
DPPU existing.
1.3 References
1.3.1 Project Specifications
- Design Basis for Civil, Structural and Architectural, SKH3-BD-50-001-A4.
- Construction Specification for Concrete and Foundation, SKH3-SP-50-
005-A4
- Data Sheet of Diesel Engine Generator, SKH3-DS-30-013-A4.
1.3.2 Standards and Codes
- SNI 03 – 2847 – 2002
- SNI 03 – 1726 – 2002
- UBC 1997 (Uniform Building Code)
- ACI 318 – 2002 (American Concrete Institute)
- ASTM (American Society for Testing Materials)
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KONSULTAN PERENCANAAN DESAIN
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SUPPLY FACILITIES DI
SOEKARNO-HATTA
No. Kontrak
016/F20510/2015-SONo. Dokumen :
SKH3-CA-50-004A-A4Halaman 5 of 8
2. MATERIAL SPECIFICATION
Material specification used for this filter separation foundation as follows :
2.1 Reinforced Concrete
These material specification are used for all structure made from reinforced concrete.
Specific weight for reinforced concrete :
γc = 2400 kg / m³
Poisson Ration of Concrete : 0,2
Characteristic of concrete :
fc’ = 18,675 MPa (186,75 kg/cm²) ~ equal to K – 225
Modulus of Elasticity of concrete :
Ec = 4700 x √fc’
Ec = 4700 x √18,675
Ec = 20310,85 Mpa
2.2 Reinforcement Bar
Reinforcement bar usually called Rebar is used for supporting the concrete.
Specification for reinforcement bar as follows :
Flexural Reinforcement Bar
fy = 400 MPa (yield strength)
fu = 520 MPa (ultimate strength)
Shear Reinforcement Bar
fy’ = 240 MPa (yield strength)
fu’ = 312 MPa (ultimate strength)
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KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN
FEED) PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI
SOEKARNO-HATTA
No. Kontrak
016/F20510/2015-SONo. Dokumen :
SKH3-CA-50-004A-A4Halaman 6 of 8
3. LOADS
3.1 Dead Load (DL)
Dead load here means self weight of the structure. The weight of the structure
depends on the dimension of its structure.
3.2 Live Load (LL)
Live load are defined as the weight of all moveable loads including personnel, tools,
and others equipment. The following live loads shall be uniformly distributed over
horizontal projection of the specified areas.
3.3 Wind Load (WL)
A cylindrical surface wind pressure on projected area of equipment which has been
adjusted by the proper shape and height factor required by the basic design
specification applied as a horizontal shear at the centerline elevation of the
equipment. The horizontal shear shall normally be increased to account the effect of
projection such as piping, insulation, operating platforms, ladders, and influent.
Wind load be shall be calculated in accordance with the formula as given in UBC-
1997, in general :
WL = Ce x qs x I x Cq x A
W = P x Cq x A
P = Ce x qs x I
Where :
WL = Wind Load
Ce = combined height, exposure & gust factor coefficient
(height factor for exposure type B, as seen on table 16 – G of UBC 97)
qs = Wind stagnation
I = Importance factor
= 1.15 (for essential & hazardous facilities, table 16 – K of UBC 97)
Cq = Pressure coefficient
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KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN
FEED) PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI
SOEKARNO-HATTA
No. Kontrak
016/F20510/2015-SONo. Dokumen :
SKH3-CA-50-004A-A4Halaman 7 of 8
= 0.8 (for chimney, tank, & solid tower, table 16 – H of UBC97)
A = Projected Area (m2)
3.4 Seismic Load (SL)
Seismic load works in to the center of mass of the structure. This part of the
calculation will based on UBC 1997.
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KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN
FEED) PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI
SOEKARNO-HATTA
No. Kontrak
016/F20510/2015-SONo. Dokumen :
SKH3-CA-50-004A-A4Halaman 8 of 8
APPENDIX A. DESIGN OF STRUCTURE
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1.0 MATERIAL DATA
1.1 Concrete Data
- Concrete Strength fc' = Mpa = kg/cm2 K
- Concrete Strength of piling fc' = Mpa = kg/cm2 K
- Yield strength for main rebar fy = Mpa = kg/cm2
- Yield strength for secondary rebar fy = Mpa = kg/cm2
- Unit weight of concrete gc = kg/m3
- Unit weight of soil gs = kN/m3 = kg/cm3
1.2 Steel Data
- Unit weight of steel gs = kN/m3 = kg/cm
3
- Steel structure material ASTM A-36, with a minimum yield strength 2531 kg/cm2
- High quality bolts, ASTM A325 for the primary connection, and secondary connection are ASTM A-307
- Type of weld is E-70XX (70 ksi) with a minimum tensile stress 5062 kg/cm2
2.0 GEOMETRI STRUCTURE
Floor Plan
76.98 7850
390
22.8
423
3977
41.5
1717
240
275
500
2447
233
2400
17
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No. Dokumen :
SKH3-CA-50-004-A4
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PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
3.0 MODELING STRUCTURE
4.0 DESIGN LOAD
A. Dead Load (D)
Selfweight
Structure weight automatically calculated by STAAD.Pro with Selfweight Command multiplier is 1
Finishing load ( thk = mm ) = kg/m2
Brick wall load ( base on SNI ) = kg/m2
B. Live Load (L)
- Floor load
Live load for maintenance (operating area) based on design basis civil and structure = kg/m2
- Roofing loadBased on SKBI-UDC 1987 live load (rain) for roofs with a slope are as follows:
L = (40 - 0.8a) kg/m2 < kg/m2
where,
a = slope of the roof angle in degrees
= deg
L = kg/m2 > kg/m2
Rain live load used = kg/m2
Maintenance / construction live load = kg/m2
Total = kg/m2
C. Wind Load (W)
Importance Factor for Industrial Building Category I I =
Exposure Category C, for open terrain
Based on desain basis for civil & structural,maksimum wind speed used
as basic wind speed V = kph
= mph
= mps
20
80.75
20
5
25
130.00
50
15
365
36.1
0.87
125
250
2028
3D Structure in STAAD.pro Analysisy
x
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KONSULTAN PERENCANAAN DESAIN
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PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
Gust effect factor G =
Width of Building L = m
Length of Building B = m
Space between column middle = m
Space between column edge = m
Mean height roof h = m
Height of column z = m
Velocity pressure Exposure Coefficients Kzt =
Velocity pressure
qz = 0,613 Kz Kzt V2 I
qh = 0,613 Kz Kzt V2 I
Wind Load Z Direction
Wall
L = =
B
Cp = for windward Wall
Cp = for Leeward Wall
Roof
h = =L
Cp = for windward roof
Cp = for Leeward roof
Design Wind Pressure
Pz = qz . G. Cp and Ph = qh . G. Cp
qh (kg/m2 )
5.00
66.64
Height
above level
6.1
7.6
9.1 69.47
0.94
0.85
0.90
Kz
Exposure Cqz (kg/m
2 )
-0.5
-0.7
73.731.04
0.44
12.2
4.00
0.909.0
(m)
0-4,6
9.00
0.98
60.26
10.0
-0.5
0.8
1.0
4.0
66.64
63.80
69.47
9.0
10.0
73.73
60.26
63.80
4.0
0.85
4.50
z
x
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016/F20510/2015-SO
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No. Dokumen :
SKH3-CA-50-004-A4
Wall
Design Wind pressure Windward Wall
Design Wind pressure Leeward Wall
Wind Load X DirectionWall
B = =
L
Cp = for windward Wall
Cp = for Leeward Wall
Roof
h = =
B
Cp = for windward roof
Cp = for Leeward roof
Design Wind Pressure
Pz = qz . G. Cp and Ph = qh . G. Cp
Wall
Design Wind pressure Windward Wall
Design Wind pressure Leeward Wall
or
4.00 0.40
0-4,6 0.85 -15.37
Cp G
(kg/m2)
40.980.85
0.8
-0.3
0.8
10.00
Height
above level Cp G
(m)
-0.5
-0.7
10.0
0-4,6 -0.5 0.85 -128.05
Middle
Portal
-57.62-25.61
edge
(m)
Cp edgeGPz
0.850-4,6
Height
above level
Cp G
(kg/m)
Portal
40.98
(kg/m2)
Middle
184.39
(kg/m) (kg/m)
0.8
1.11
Ph
-0.3
0-4,6
(m)
Height
above levelPh
(kg/m)
B
B
(kg/m)
(kg/m)-69.15
A
(kg/m)
A
9.0
(m) (kg/m2)
Height
above levelPh
(kg/m2) (kg/m)
184.39
(kg/m)
204.88
A
Portal As
-69.15
92.19
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No. Dokumen :
SKH3-CA-50-004-A4
D. Seismic Base Shear Coefficient
Based on IndonesiaN earthquake map 2010, location of Muara Bekasi Station included in the zone 0.25 - 0.3g,
we used 0.3g for calculation, In the UBC 1997 seismic zone fa Z =
Importance Factor (category I) I =
Numerical factor related structural system (Direction X) R =
Soil type Soil = SE
Soil Profile = Soft Soil
Soil Classification (coefficient of soil characteristic) S =
Seismic Source type = C
Seismic Response Coefficient (Cv,Ca) Cv =
Ca =
Ct for type Steel Moment resisting Frame Ct =
Height above the base to higest level of the building (Roof Height) h = m
Seismic Direction X
Fundamental period of buildingT = Ct ( h ) 3/4
T = 0.0853x(4)^3/4 T = second
T = > Flexible structure
Design Seismic Base Share
V = (Cv . I / R.T). W
V = (0.84x1.25/4.5x0.24) V = W
Maximum Seismic Base Shear
Vmak = (2.5 Ca . I / R). W
Vmak = ( 2.5x0.36x1.25/4.5) Vmak = W
Minimum Seismic Base Shear CoefficientVmin = 0.11 Ca . I . W
Vmin = 0.11x0.36x1.25 Vmin = W
V = 0.9671 is greater than V max = 0.25,. Therefore Vmax is the governing seismic base shear for this structure
Seismic Direction Z
Fundamental period of building
T = Ct ( h ) 3/4
T = 0.0853x(4)^3/4 T = second
T = > Flexible structure
Design Seismic Base Share
V = (Cv . I / R.T)
V = (0.84x1.25/4.5x0.24) V = W
Maximum Seismic Base Shear
Vmak = (2.5 Ca . I / R). W
Vmak = ( 2.5x0.36x1.25/4.5) Vmak = W
0.97
0.25
0.25
0.05
0.24
0.060.24
0.24 0.06
0.97
0.24
0.0853
2
4
0.36
1.25
4.5
0.84
0.3
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016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
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No. Dokumen :
SKH3-CA-50-004-A4
Minimum Seismic Base Shear
Vmin = 0.11 Ca . I . W
Vmin = 0.11x0.36x1.25 Vmin = W
V = 0.9671 is greater than Vmax = 0.25,. Therefore V max is the governing seismic base shear for this structure
DEAD LOAD STRUCTURE
Structure
1 Roof Slab
2 Roof Main Beam x
3 Roof Beam x
4 Column x
Design base shear ;
V = W
Vx = kg
Vz = kg
Statik equivalen force ;
Table Seismic static calculation on X and Z direction
upper struktur
E. Crane Load
There is Over Head Crane capacity 2 Ton for maintenance diesel engine generator at DEG room.
The sketch of Over Head Crane is shown below.
Position OHC in the middle girder beam (P1) Position OHC in the edge girder beam (P2)
8890.15 0.25 2400 19 1
Length
0.05
0.25 0.25
1 4692
2400
Kg/m3 (m)
2400 42.50.35
133924.8 8370
Fix = Fiz
(kg)
8
25200
2700
0.20
Wi
(kg)
Wi.zi
0.250
Kg/m3
8370.30
(m)
11 87.510
8370.30
Weight
33481
Width Amount
4.5
(kg)
F dir x
2400
TOTAL
F dir z
1/4 Fix (kg) 1/4 Fiz (kg)
2092.58
33481
Kg
2092.58
Weight of Material
Floor
4.00
zi
33481
(m)
L
P1a P1b P2a P2b
22
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No. Dokumen :
SKH3-CA-50-004-A4
Moving load at OHC system
Capacity of Over Head Crane 2 ton SWL = kg
Weight of hoist and trolley WHT = kg
2 unit traveling tranversal machine WMT = kg
Panel dan equpment electrical WE = kg
Moving load (ML) = kg
Force Position Hoist Crane in the Middle Girder Beam (P1)
-. P1a and P1b
Force wheel to rail girder = (ML + MS ) / 2 = kg
Impact Load
Vertical Impact increased Percentages = 25 %
Vertical Impact force (P1a x 1.25) and (P1b x 1.25) = kg
Lateral Force increased Percentages = 20 %
Lateral Impact force (P1a x 0.20) dan (P1b x 0.20) = kg
Longitudinal Force increased Percentages = 10 %
Longitudinal Impact force = kg
5.0 LOAD COMBINATION
5.1 Concrete Design
LC101 = 1.4 D + F
LC102 = 1.4 D + O
LC103 = 1.2 (D + F) + 1.6 L
LC104 = 1.2 (D + O) + 1.6 L
LC105 = 1.2 D + 0.8 WxLC106 = 1.2 D + 0.8 Wy
LC107 = 1.2 D +1.6 Wx + 1.0 L
LC108 = 1.2 D +1.6 Wy + 1.0 L
LC109 = 1.2 D + 1.0 Ex + 1.0 L
LC110 = 1.2 D + 1.0 Ey + 1.0 L
LC111 = 0.9 D + 1.0 Ex
LC112 = 0.9 D + 1.0 Ey
6.0. CONCRETE DESIGN
6.1 Deflection Check
Deflection check for concrete structure is performed based on unfactored load combination
Allowable horisontal deflection, Δh
Allowable vertical deflection, Δv
= H/150, where : H = Member Height
= L/240, where : L = Member Length
P1a 1310
0
262
131
2000
520
40
60
2620
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No. Dokumen :
SKH3-CA-50-004-A4
Based on STAAD.Pro output for joint displacement, the cr itical value are as follows :
Horizontal Deflection
Displacementmm
OK
OK
Vertical Deflection
Displacement
mm
OK
6.2 Column x
Concrete design for pedestal is performed by STAAD.Pro in accordance to ACI 318. The suggested
reinforcement configuration by STAAD.Pro are not adapted to design, only the required reinforcement
area will be used.
All beam design for
fy = kg/cm2
= MPa
fc' = kg/cm2
= MPa
top clear Ct = mm
bottom clear Cb = mm
side clear Cs = mm
Rebar diamater = mm
Stirrups = mm
f =
Dimension = x 25 (cm)
Based on the STAADpro output, the result of this columns reinforcement is as follows :
D-
16
40
40
Load Case
16
As
250
40
625
(mm2)
250
390
22.83
25
Remark
OK4
from STAAD.Pro (mm2)
3977
0.85
201
mmmm
LenghtJoint
Δvy
31
Height
4000
5000
Load Case
As Required
233
Use Re-bar
Configuration
49
mmJoint Δh
mm
44 212 Δhx 18.669
Δhz 4000
26.67
Remarks
Δv
2.184 33.33
18.796 26.67
Remarksmm
10
10
804.25
====================================================================
COLUMN NO. 21 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 250.0 X 250.0 MMS, TIEDONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 625.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI----------------------------------------------------------
4 - 16 MM 1.287 1 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
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No. Dokumen :
SKH3-CA-50-004-A4
6.3 Roof Beam - 1 x
Beam design is performed by STAADPro in accordance to ACI 318. The reinforcement of beam based
on output STAADPro analysis
All beam design for
fy = kg/cm2
= MPa
fc' = kg/cm2 = MPa
top clear Ct = mm
bottom clear Cb = mm
side clear Cs = mm
Rebar diamater = mm
Stirrups = mm
f =
Dimension = 20 x 30 (cm)
Based on the STAADPro output :
Beam x
fc' = MPa b =
fy = MPa
h = mm
d = mm
b = mm
Mmax- = Tm Mn
-= Tm As = mm
2
Mmax+ = Tm Mn
+= Tm As = mm
2
Use
Top Reinforcement 3 D Asuse = mm r =
Bottom Reinforcement 2 D Asuse = mm r =
shear reinforcement
= Ton = 1/6x(fc')0.5
xbwxd
= Ton > = Ton Need shear reinforcement= Vn - Vc
= Ton
Avxdxfy Rebar diamater = mm
fy = MPa
= cm
= mm
≈ mm
Stirrups Used, @ used @
So ;
Top Reinforcement 3 D
Bottom Reinforcement 2 D
Stirrups Used, D 10 -
285.631
13 398.197 0.0079639
224.208
300250
0.0053093
200
233 22.83
13 265.465
-2.63
300
22.83 0.85
390
0.85
390
1.67 2.09
200
13
10
40
40
40
3977
Vu 3.70 Vc
200 300
-2.10
71.77
Vn 6.17 3.98
2.19
s =
Vs
10
Vs 400
=157079.6327
2188.706938
717.68
710
D 10 710 D 10 200
13
13
200
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18/26
No. Kontrak
016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN FEED)
PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
6.4 Roof Beam - 2 x
Beam design is performed by STAADPro in accordance to ACI 318. The reinforcement of beam based
on output STAADPro analysis
All beam design for
fy = kg/cm2
= MPa
fc' = kg/cm2
= MPa
top clear Ct = mm
bottom clear Cb = mm
side clear Cs = mm
Rebar diamater = mm
Stirrups = mm
f =
Dimension = 15 x 20 (cm)
Based on the STAADPro output :
Beam x
fc' = MPa b =
fy = MPa
h = mm
d = mm
b = mm
Mmax- = Tm Mn
-= Tm As = mm
2
Mmax+ = Tm Mn
+= Tm As = mm
2
Use
Top Reinforcement 1 D Asuse = mm r =
Bottom Reinforcement 1 D Asuse = mm r =
shear reinforcement
= Ton = 1/6x(fc')0.5
xbwxd
= Ton < = Ton No need shear reinforcement= Vn - Vc
= Ton
Avxdxfy Rebar diamater = mm
fy = MPa
= cm
= mm
≈ mm
Stirrups Used, @ used @
So ;
Top Reinforcement 2 D
Bottom Reinforcement 2 D
Stirrups Used, D 10 -
233 22.83
40
40
150 200
3977 390
40
13
10
0.85
150 200
22.83 0.85
390
200
150
150
-0.24 -0.30 52.514
0.41 0.51 91.333
13 132.732 0.0058992
13 132.732 0.0058992
Vu 0.50 Vc
Vn 0.83 1.79Vs
-0.96
s =10
Vs 400
=94247.77961
-958.2485445
-98.35
-983.54
200
13
13
200
-980
D 10 -980 D 10
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No. Kontrak
016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN FEED)
PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
6.5 Floor Slab Reinforcement
From output of STAAD Pro, longitudinal & transversal reinforcement are summarized as follows :
All beam design for fy = kg/cm
2= MPa
fc' = kg/cm2 = MPa
top clear Ct = mm mm
bottom clear Cb = mm
side clear Cs = mm
Rebar diamater = mm
thickness = mm
Longitudinal reinforcement axis X-X
Mu = Mx max
= Tm
Mn = Tm
fc' = MPa
fy = MPa
h = mm
d = mm
b = mm
Cc = b.fc'.a.b
= x x a x
= .a
Moment Mn = Cc.(d-a/2)
= .a ( - a/2 )
= a - a2
a2
a + = 0
a =
Cc = N
Balance T = CcT = Asxfy
As = mm2
rmin =
Asmin = mm2
Asuse = mm2
ruse =
Used D A = mm2
amount reiforcement =
= D for width mm or
D mm
So, used D mm
Transversal reinforcement Axis Y-Y
Mu = My max
= Tm
Mn = Tm
As = mm2
Asuse = mm2 r =
100
9700.625
13
1.11
20
390
390
114636.7905
=0.8
9700.63 -1940125
5.90873
100
0.89
0.97
1.11
233
13
0.8
0.85
1000
0.0018
13
=
22.83
150
20
20
22.83
3977
0.89
Mu
150
333
@
19401.25
19401.25
11125000 1940125
293.9404884
0.002939
132.732
13 @
2.21
180
293.94
3 13 1000
200
=1.21
13
0.8 0.8
Mu
321.272
=0.97
321.272 0.00321
1000
1E+007
22.83
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20/26
No. Kontrak
016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN FEED)
PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
Used D A = mm2
amount reiforcement =
= D use wide mm
D mm
So, used D mm
6.6 Roof Slab Reinforcement
From output of STAAD Pro, longitudinal & transversal reinforcement are summarized as follows :
All beam design for
fy = kg/cm2
= MPa
fc' = kg/cm2 = MPa
top clear Ct = mm mm
bottom clear Cb = mm
side clear Cs = mm
Rebar diamater = mm
thickness = mm
Longitudinal reinforcement axis X-X
Mu = Mx max
= Tm
Mn = Tm
fc' = MPa
fy = MPa
h = mm
d = mm
b = mm
Cc = b.fc'.a.b
= x x a x
= .a
Moment Mn = Cc.(d-a/2)
= .a ( - a/2 )
= a - a2
a2
a + = 0
a =
Cc = N
Balance T = CcT = Asxfy
As = mm2
rmin =
Asmin = mm2
Asuse = mm2
ruse =
0.35
120
10
20
1320
22.83233
3977 390
19401.25
20
126
19401.25
70
390
1000
0.85 22.83
Mu
= =
0.44
0.8
120
0.35
164.12
4375000
9700.63
70
0.822.83
1000
3.29919
64008.3988
164.1240995
4E+006
1358087.5 9700.625
0.002345
13 132.665
2.42
3 13
13 @ 333
1000
@ 20013
0.0018
-1358087.5
Dia. 13- 200
200 mm
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21/26
No. Kontrak
016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN FEED)
PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
Used D A = mm2
amount reiforcement =
= D for width mm or
D mm
So, used D mm
Transversal reinforcement Axis Y-Y
Mu = My max
= Tm
Mn = Tm
As = mm2
Asuse = mm2 r =
Used D A = mm2
amount reiforcement =
= D use wide mm
D mm
So, used D mm
6.7 Grade Beam - 1 x
Beam design is performed by STAADPro in accordance to ACI 318. The reinforcement of beam basedon output STAADPro analysis
All beam design for
fy = kg/cm2 = MPa
fc' = kg/cm2
= MPa
top clear Ct = mm
bottom clear Cb = mm
side clear Cs = mm
Rebar diamater = mm
Stirrups = mm
f =
Dimension = 25 x 40 (cm)
Based on the STAADPro output :
Beam xfc' = MPa b =
fy = MPa
h = mm
d = mm
b = mm
Mmax- = Tm Mn
-= Tm As = mm
2
Mmax+ = Tm Mn
+= Tm As = mm
2
22.83250 400
233
350
-4.64
16
-5.80
390
10
250
0.85
10
154.528 0.00221
400
0.85
22.83
3977 390
154.528
10
@
2.09
3 10 1000
@ 200
78.5398
0.33
Mu=
0.33=
0.41
0.8 0.8
10 78.5
200@10
1.97
2 10 1000
10 @ 500
250 400
447.959
479
371.1334.85
40
40
40
10
3.88
Dia. 10- 200
150 mm
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22/26
No. Kontrak
016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN FEED)
PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
Use
Top Reinforcement 3 D Asuse = mm r =
Bottom Reinforcement 2 D Asuse = mm r =
shear reinforcement
= Ton = 1/6x(fc')0.5
xbwxd= Ton > = Ton Need shear reinforcement
= Vn - Vc
= Ton
Avxdxfy Rebar diamater = mm
fy = MPa
= cm
= mm
≈ mm
Stirrups Used, @ used @
So ;
Top Reinforcement 3 D
Bottom Reinforcement 2 D
Stirrups Used, D 10 -
6.8 Grade Beam - 2 xBeam design is performed by STAADPro in accordance to ACI 318. The reinforcement of beam based
on output STAADPro analysis
All beam design for
fy = kg/cm2
= MPa
fc' = kg/cm2
= MPa
top clear Ct = mm
bottom clear Cb = mm
side clear Cs = mm
Rebar diamater = mm
Stirrups = 10 mm
f =
Dimension = 20 x 30 (cm)
Based on the STAADPro output :Beam x
fc' = MPa b =
fy = MPa
h = mm
d = mm
b = mm
Mmax- = Tm Mn
-= Tm As = mm
2
Mmax+ = Tm Mn
+= Tm As = mm
2
Use
200 300
40
233 22.83
300
22.83 0.85
390
40
0.85
200
40
13
3977 390
300
250
200
-0.50 -0.63 64.951
1.72 2.15 231.264
Vu 6.35 Vc
Vn 10.58 6.97
Vs
3.62
s =10
Vs 400
10 200
=219911.4858
3616.070475
60.82
608.15
16
200
0.0068936
0.0045957
16
600
D 10
16 603.186
16 402.124
600 D
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23/26
No. Kontrak
016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN FEED)
PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
Top Reinforcement 2 D Asuse = mm r =
Bottom Reinforcement 2 D Asuse
= mm r =
shear reinforcement
= Ton = 1/6x(fc')0.5
xbwxd= Ton > = Ton Need shear reinforcement
= Vn - Vc
= Ton
Avxdxfy Rebar diamater = mm
fy = MPa
= cm
= mm
≈ mm
Stirrups Used, @ used @
So ;Top Reinforcement 2 D
Bottom Reinforcement 2 D
Stirrups Used, D 10 -
7.0. FOUNDATION DESIGN
7.1. Geometri of Foundation
13 265.465 0.0053093
13 265.465 0.0053093
Vu 6.35 Vc
Vn 10.58 3.98
Vs
6.60
s =Vs
10
400
=157079.6327
6602.040271
23.79
237.93
230
D 10 230 D 10 150
13
13
150
0.6 m
0.3m
0.6 m
0.3m
0.3m 0.3m
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24/26
No. Kontrak
016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN FEED)
PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
Dimension of Foundation
Top soil to top Ped = m
H footing = m
Width of Pedestal = m
Width of Footing = m
Footing Length = m
7.2. Footing Design
Material Properties
Concrete Strength f'c = MPa
Bar Yield Strength fy = MPa
b =
Flexural Capacity reduction fac. f =
Shear Capacity reduction fac. f =
Concrete Cover c = m
= mm
Longest Span Zi = L = m
= mm
Footing Thickness HF = m
= mm
Main Bar diameter D = mm
Flexural reinforcement
Moment max. at foundation Mu = kNm
= Nm
Foundation Tickness HF = m
= mm
Foundation effective thickness d = HF - c- d
= mm
Ru = Mu / (Ф x Width x d2)
= 5000000 /(0.9x9000x(209^2))
= MPa
m = fy / ( 0.85 x fc' )
= 390/(0.85x22.825)
=
ρ required = (1/m) x (1 - (1 - 2m Ru/fy)0.5
)
(1/20.102)x(1-(1-2x20.102x0.014/(390))^0.5)
=
ρ balanced = βi x 0.85 fc' x 600
fy 600 + fy
= 0.85x(0.85x22.825/390)x(600/(600+390))
=
1.601.60
0.20
75.0
0.026
20.102
5000000
0.300
0.08
0.85
0.90
0.00004
209
16.0
300
5.000
0.014
0.3
9.0
9000.0
300.0
22.8
390.0
0.85
0.30
1.60
0.25
0.3 mFooting
columnFGL
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25/26
No. Kontrak
016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN FEED)
PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
ρ max = 0.75 ρ balanced
=
ρ min =(1.4/fy if 1.33 x r required > 1.4/fy)
(0.18% if 1.33 x r required < 1.4/fy)
< 0.0193……...OK
ρ used =
As req = ρ x b x h
= mm2
Diameter of reinf. Bars = mm
As = mm2
No.of bars = As req / As
= ≈ 17
spacing = Width / no. of bar
= mm
≈ mm
Use D16 - 200 for top & bottom flexural reinforcement
200
201.062
534.442
16.84
0.00180
3385.8
16
0.00180
0.0192
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26/26
No. Kontrak
016/F20510/2015-SO
KONSULTAN PERENCANAAN DESAIN
(FRONT END ENGINEERING DESIGN FEED)
PENGEMBANGAN AVIATION FUEL
SUPPLY FACILITIES DI SOEKARNO-HATTA
No. Dokumen :
SKH3-CA-50-004-A4
8.0 CONCLUSION
Concrete Structure :
Use D 13- 200 for top & bottom Axis-X
Use D 13- 200 for top & bottom Axis-Y
Use ø 10- 200 for top & bottom Axis-X
Use ø 10- 200 for top & bottom Axis-Y
Use 4 D16 for vertical bars
Use minimum shear reinforcement ø 10 - 150
Use 3 D 16 for top
Use 2 D 16 for bottom
Use minimum shear reinforcement ø 10 - 200
Use 2 D 13 for top
Use 2 D 13 for bottom
Use minimum shear reinforcement ø 10 - 150
Use 3 D 13 for top
Use 2 D 13 for bottom
Use minimum shear reinforcement ø 10 - 200
Use 2 D 13 for top
Use 2 D 13 for bottom
Use minimum shear reinforcement ø 10 - 200
Use D16 - 200 for top & bottom flexural reinforcement
Use minimum shear reinforcement D13 -200
mm mm mm
4000
120
200
400
-
250
-
-
Reinforcement Arrangment
-
150
Structure
Dimension
Length Width
Roof slab
250
150
Grade Beam-2- 300 200
Floor slab
Height
Column 250
Grade Beam-1-
30016001600Footing
Roof Beam-1- 200 300
Roof Beam-2-