skh3 ca 50 004 a4 calculation of deg room

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 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


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REVISION SHEET

Rev. No. Date Description


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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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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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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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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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= 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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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

No. Kontrak

016/F20510/2015-SO


(FRONT END ENGINEERING DESIGN FEED)

PENGEMBANGAN AVIATION FUEL

SUPPLY FACILITIES DI SOEKARNO-HATTA

No. Dokumen :

SKH3-CA-50-004-A4


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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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No. Dokumen :

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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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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 :

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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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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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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 :

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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


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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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


All beam design for

fy = kg/cm2

= MPa

fc' = kg/cm2

= MPa

top clear Ct = mm


side clear Cs = mm

Rebar diamater = mm

Stirrups = mm

f =



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



shear reinforcement

= Ton = 1/6x(fc')0.5

xbwxd

= Ton < = Ton No need shear reinforcement= Vn - Vc

= Ton


fy = MPa

= cm

= mm

≈ mm


So ;




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. 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


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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No. Dokumen :

SKH3-CA-50-004-A4

Used D A = mm2


= 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


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


21/26

No. Kontrak

016/F20510/2015-SO





No. Dokumen :

SKH3-CA-50-004-A4

Used D A = mm2


= 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


= 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


side clear Cs = mm

Rebar diamater = mm

Stirrups = mm

f =



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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No. Kontrak

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No. Dokumen :

SKH3-CA-50-004-A4

Use



shear reinforcement

= Ton = 1/6x(fc')0.5

xbwxd= Ton > = Ton Need shear reinforcement

= Vn - Vc

= Ton


fy = MPa

= cm

= mm

≈ mm


So ;




6.8 Grade Beam - 2 xBeam design is performed by STAADPro in accordance to ACI 318. The reinforcement of beam based


All beam design for

fy = kg/cm2

= MPa

fc' = kg/cm2

= MPa

top clear Ct = mm


side clear Cs = mm

Rebar diamater = mm

Stirrups = 10 mm

f =


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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No. Kontrak

016/F20510/2015-SO





No. Dokumen :

SKH3-CA-50-004-A4


Bottom Reinforcement 2 D Asuse

= mm r =

shear reinforcement

= Ton = 1/6x(fc')0.5

xbwxd= Ton > = Ton Need shear reinforcement

= Vn - Vc

= Ton


fy = MPa

= cm

= mm

≈ mm


So ;Top Reinforcement 2 D



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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No. Kontrak

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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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No. Kontrak

016/F20510/2015-SO





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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No. Kontrak

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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 2 D 13 for top



Use 3 D 13 for top



Use 2 D 13 for top



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-

skh3 ca 50 004 a4 calculation of deg room

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