CONSORTIUM OF :

PT. REKAYASA INDUSTRI – KSO ASAHAN CITRA WIN

CALCULATION SHEET SLAB OF PRODUCT YARD

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PROJECT : REVAMPING EPC PELEBURAN BILLET ALUMINIUM SEKUNDER

OWNER : PT. INDONESIA ALUMINIUM ALLOY

LOCATION : SUMATERA UTARA, INDONESIA

A Issued for Review 10/11/2021 N.Izzah

Rev Status Date Prepared Checked Approved

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TABLE OF CONTENTS

TABLE OF CONTENTS 2

1. GENERAL 3
1.1 OUTLINE OF STRUCTURE 3
1.2 DESIGN PHILOSOPHY 3
1.3 APPLICABLE SPECIFICATION, CODES, AND STANDARDS 3
1.4 MATERIAL PROPERTIES 3
1.5 UNIT OF MEASUREMENT 3
1.6 COMPUTER SOFTWARE 3

2. DESIGN CONDITION 4

3. SLAB FOUNDATION OUTLINE 5

4. LOADING DATA AND LOADING CALCULATION 6

4.1 SELFWEIGHT 6
4.2 BILLET 6

5. SLAB FOUNDATION ANALYSIS 7

5.1 SLAB DIMENSION 7
5.2 STABILITY CHECK 7
5.3 SETTLEMENT CHECK 8
5.4 REINFORCEMENT 11

2 of 21

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1. GENERAL
1.1 OUTLINE OF STRUCTURE
Project : REVAMPING EPC PELEBURAN BILLET ALUMINIUM SEKUNDER
Employer : PT. INDONESIA ALUMINIUM ALLOY
Location : SUMATERA UTARA, INDONESIA
Facility : PRODUCT YARD SLAB
Structure Type : SLAB CONCRETE

1.2 DESIGN PHILOSOPHY

The purpose of this calculation is to design slab concrete and to check/analyse its structural integrity,
strength, and stability. Since concrete is used as material, structural design shall be in accordance
with the ultimate strength method as specified in ACI specification respectively.

1.3 APPLICABLE SPECIFICATION, CODES, AND STANDARDS

ACI 318M-11 Building Code Requirement for Reinforced Concrete
and Commentary
ACI 315 Standard Practice for Detailing Reinforced Concrete
Reinforcement
ASCE 7-10 Minimum Design Loads for Buildings and Other
Structures
SNI 1726:2019 Manual of Seismic Resistance Designing for Building
Construction
SNI 1727:2020 Minimum Design Load for Building and Other
Structure
SNI 2847:2019 Code for Structural Concrete for Buildings
SNI 2052:2014 Code for Concrete Reinforcement Steel Bar

1.4 MATERIAL PROPERTIES

1.4.1 Concrete
Concrete compresive strength fc' = 25 MPa (Cube Specimen)
Reinforced concrete specific gravity γc = 23.5 kN/m3
1.4.2 Reinforcing Steel Bar
Deformed bar yield strength fyd = 390 MPa
Plain bar yield strength fyp = 235 MPa
Wiremesh yield strength fyw = 490 MPa
1.4.3 Other Materials
Aluminium specific gravity γalm = 27 kN/m3
Water specific gravity γw = 9.8 kN/m3
Soil density γsoil = 16.0 kN/m3

1.5 UNIT OF MEASUREMENT

Unit of measurement in design shall be in metric system.

1.6 COMPUTER SOFTWARE

- Microsoft Excel (Spreadsheet)
- Staad.Pro

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2. DESIGN CONDITION
Qult = 200 kN/m² (CBR 3 %)

Subgrade modulus for soil bearing (Spring constant)

According to Bowless (1992), the value of subgrade modulus can be determined from allowable
soil bearing capacity as shown in equation below:
Ks = 40 x Qult
Where:
Ks = Subgrade modulus (kN/m3)
Qult = Ultimate bearing capacity (kN/m2)

Ks = 40 x Qult
= 40 x 200
= 8000 kN/m3

Support meshing
Area = 0.50 x 0.50
= 0.25 m2

Corner nodes (Outer)

KFY = 8000 x 0.25 x 0.25
= 500.0 kN/m
KFX = 50 kN/m (1/10 KFY)
KFZ = 50 kN/m (1/10 KFY)
Middle nodes
KFY = 8000 x 0.50 x 0.50
= 2000 kN/m
KFX = 200 kN/m (1/10 KFY)
KFZ = 200 kN/m (1/10 KFY)
Side nodes
KFY = 8000 x 0.25 x 0.50
= 1000 kN/m
KFX = 100 kN/m (1/10 KFY)
KFZ = 100 kN/m (1/10 KFY)

Soil density γs = 16.0 kN/m3

Angle of internal friction ф = 5.0 deg
Coefficient of at rest soil pressure Ko = 1 - sin ф
= 0.91

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3. SLAB FOUNDATION OUTLINE
This calculation covers the design of foundation for Slab

75 m

Jalan 20 x 4 m2

Area Billet 20 x 6.5 m2

20 m

200

Dimension
Length L = 75 m
Width B = 20 m
Thickness t = 0.20 m

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4. LOADING DATA AND LOADING CALCULATION
4.1 SELFWEIGHT
Dead load considered in this calculation consists of Slab selfweight. It will be calculated by Staad.Pro

DEAD LOAD
4.2 BILLET
Weight of 1 billet Wb = 0.3102 Ton
Arrangement of Billet

6.3 m

20 m
The slab will be calculated with a model width of 1 m
m

1 m
n = 16 line
m = 6 line
Total Billet permeter = 96 pcs
Total Weight of billet = 29.78 Ton
Area Billet permeter (6.3 x 1) = 6.3 m2
Distributed load Area = 4.73 Ton/m2

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5. SLAB FOUNDATION ANALYSIS
5.1 SLAB DIMENSION
Footing Dimension
The slab will be calculated with a model width of 1 m
Slab Length bf = 6.30 m
Slab Width df = 1.00 m
Thickness of Slab t = 0.20 m

5.2 STABILITY CHECK

Soil Bearing Capacity
Ultimate bearing capacity soil for shallow foundation can be determined as follow,
Ultimate bearing soil capacity Qult = 200 kN/m2

Strength reduction factor

Long Term Condition ΦR1 = 0.60

Bearing soil capacity

Long Term Condition ΦR1 Qult = 120.00 kN/m2
As stated on Section 3.1, foundation outline detailed as follow,
bf = 6.30 m (z-direction)
df = 1.00 m (x-direction)
Af = df x bf = 6.30 m2

Moment Below Footing

Mxt = Mx max
Mzt = Mz max

Modulus Section of Footing

Sx = 1/6 x df² x bf = 1.05 m3
Sz = 1/6 x df x bf² = 6.62 m3

Total Vertical Load

Pm = Fy max + Ws + Wf

Actual Pressure Foundation Caused by Load of Equipment

Pm Mxt Mzt
qmax = + +
Af Sx Sz
Pm Mxt Mzt
qmin = - -
Af Sx Sz

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Pm Mxp Mzp qmax qmin Check
LC
(kN) (kNm) (kNm) (kN/m2) (kN/m2) Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension
1.4D 473.30 0.00 0.00 75.13 75.13 OK, No Tension

qmax = 75.13 kN/m2

qmin = 75.13 kN/m2
Bearing Capacity Check for permanent condition
qact max = 75.13 kN/m2 Status = Bearing Capacity OK !! ΦR1 Qult > qact max
ΦR1 Qult = 120.00 kN/m2 Ratio = 0.626
Soil Tension Check
qact min = 75.13 kN/m2 Status = No Tension, OK !!

5.3 SETTLEMENT CHECK

Load Design
Lf = 6.30 m
Bf = 1.00 m
Af = lf x bf = 6.30 m2

Moment Below Footing

Mxt = Mx max
Mzt = Mz max

Modulus Section of Footing

Sx = 1/6 x df² x bf = 1.05 m3
Sz = 1/6 x df x bf² = 6.615 m3

Total Vertical Load

Pm = Fy max + Wf

Actual Pressure Foundation Caused by Load of Equipment

Pm Mxt Mzt
qmax = + +
Af Sx Sz
Pm Mxt Mzt
qmin = - -
Af Sx Sz

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Summary Table for Load Combination
Pm Mxp Mzp qmax qmin
No
(kN) (kNm) (kNm) (kN/m2) (kN/m2)
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13
1.4D 473 0.00 0.00 75.13 75.13

qmax qmin
kN/m2 kN/m2
Long Term 75.13 75.13

Foundation below ground level Hf2 = 0.00 m

Foundation Pressure (qmax) qmax = 75.13 kN/m2
Nett pressure = qmax - γs x Hf2 qnett = 75.13 kN/m2
Modulus elastic of soil E = 41000 kN/m2

Based on book Braja M. Das, Principle of Foundation Engineering, Section 5.8, page 240.

Immediate Settlement

A1 is a function of H/B and L/B, and

A2 is a function of Df/B

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Total depth of influenced clay soil layer H = 3.00 m

Length of foundation L = 6.30 m
Width of foundation B = 1.00 m
Foundation below ground level Hf2= Df = 0.00 m

Ratio of length and width L/B = 6.30

Ratio of soil depth and width H/B = 3.00
Ratio of embeded foundation and width Df/B = 0.00

Factor A1 A1 = 0.80 (see Figure 5.17)

Factor A2 A2 = 1.00 (see Figure 5.17)

Immediately Settlement
Si = A 1 x A 2 x q x B/E Si = 1.47 mm

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5.4 REINFORCEMENT
Based on staad.pro analysis:

Moment
L/C Mx My Mxy
kNm kNm kNm
1.4D 0.00 0.00 0.00
1.4D 0.00 0.00 0.00
1.4D 0.00 0.00 0.00
1.4D 0.00 0.00 0.00
1.4D 0.00 0.00 0.00
1.4D 0.00 0.00 0.00

Maximum pressure below foundation

Mmax = max (Mx,My,Mxy)
= 0.00 kN/m2

Rebar diameter D = 6 mm
Rebar spacing s = 150 mm
Concrete cover cc = 75 mm
Footing thickness hf = 200 mm
Effective Depth (ft - cc - 0.5D) d = 122 mm
Width b = 1000 mm

Mmax 0.00
Rn = =
0.8xbxd^2 0.8x1000x122^2
= 0.00 kN/m2
0.85 fc  0.85  600 
max 0.75 ρmax = 0.0152
fy  600 fy 
 
ρmin = 0.0018
ρshrinkage = 0.0009

Reinforcement Required
0.85  f c  2  Rn 
cal  1  1   ρcal 0.000
fy  0.85  fc  =


ρreq = 0.0009

Asreq = ρreq x b x hf
= 0.0009 x 1000 x 200
= 180.00 mm2

Rebar diameter D = 6 mm
Rebar spacing S = 150 mm
Rebar bundle n = 1

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b 1000
Rebar number i = = = 6.7
S 150

Cross sectional As use = n x i x 0.25 x π x d2

= 1 x 6.67 x 0.25 x π x 6^2
= 188.496 mm2

Top Reinforcement
Rebar for shrinkage = ρshrinkage x b x hf
= 0.0009 x 1000 x 200
= 180 mm2

Rebar diameter D = 6 mm
Rebar spacing S = 150 mm
Rebar bundle n = 1
b 1000
Rebar number i = = = 6.7
S 150
Cross sectional Asb = n x i x 0.25 x π x d2
= 1 x 6.67 x 0.25 x π x 6^2
= 188.496 mm2

Reinforcement status = OK..!! As use > Asreq

OK..!! Astop > Asreq

Footing reinforcement = use 1 layers of D6@150mm (Bottom)

use 1 layers of D6@150mm (Top)

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