Contoh Dokumen Calculation

Document No. Rev.

E

D

C

B

A

AA

Document No. Rev.

REVISION HISTORICAL SHEET

Rev No Date Description

Document No. Rev.

CONTENTS

1. GENERAL ...............................................................................................................................................6

1.1 DESCRIPTION PROJECT ..............................................................................................................6

1.2 UNIT MEASUREMENT ...................................................................................................................6

1.3 COMPUTER SOFTWARE SHALL BE USE ....................................................................................6

1.4 CODE AND STANDARD .................................................................................................................6

1.5 ALLOWABLE STRENGTH OF MATERIAL .....................................................................................6

1.6 UNIT WEIGHT OF MATERIALS .....................................................................................................7

1.7 ALLOWABLE SOIL BEARING CAPACITY......................................................................................7

2. STRUCTURAL DESIGN CONSEPT .......................................................................................................8

2.1 STRUCTURAL MODEL ...................................................................................................................8

2.2 METHOD OF ANALYSIS ...............................................................................................................17

2.3 ANALYSIS SOFTWARE ................................................................................................................17

3. LOAD DESIGN ......................................................................................................................................18

3.1 DEAD LOAD ..................................................................................................................................18

3.2 LIVE LOAD ....................................................................................................................................18

3.3 WIND LOAD ..................................................................................................................................19

3.4 SEISMIC LOAD .............................................................................................................................24

3.5 LOAD COMBINATION ...................................................................................................................27

4. DESIGN OF STRUCTURE ....................................................................................................................32

4.1 DESIGN OF MEMBER ..................................................................................................................32

4.2 SUPPORT REACTION SUMMARY ..............................................................................................35

4.3 COLUMN AND BEAM DEFLECTION SUMMARY ........................................................................35

5. DESIGN OF FOOTING .........................................................................................................................39

5.1 SUPPORT REACTION SUMMARY ..............................................................................................39

5.2 CALCULATION OF FOUNDATION ...............................................................................................42

5.3 FOOTING SIZE AND REINFORCEMENT SUMMARY ...............................................................102

ATTACHMENT ..........................................................................................................................................103

Document No. Rev.

LIST OF FIGURE

Figure 1 Model of Structure ........................................................................................................ 8 Figure 2 Column 1 ...................................................................................................................... 8 Figure 3 Column 2 ...................................................................................................................... 9 Figure 4 Column 3 ...................................................................................................................... 9 Figure 5 Column 4 .................................................................................................................... 10 Figure 6 Beam 1 ....................................................................................................................... 10 Figure 7 Beam 2 ....................................................................................................................... 11 Figure 8 Beam 3 ....................................................................................................................... 11 Figure 9 Beam 4 ....................................................................................................................... 12 Figure 10 Beam 5 ..................................................................................................................... 12 Figure 11 Beam 6 ..................................................................................................................... 13 Figure 12 Beam 7 ..................................................................................................................... 13 Figure 13 Beam 8 ..................................................................................................................... 14 Figure 14 Beam 9 ..................................................................................................................... 14 Figure 15 Grade Beam 1 .......................................................................................................... 15 Figure 16 Grade Beam 2 .......................................................................................................... 15 Figure 17 Ground Slab ............................................................................................................. 16 Figure 18 Canopy Slab ............................................................................................................. 16 Figure 19 Roof Slab ................................................................................................................. 17 Figure 20 Dead Load (except selfweight) ................................................................................. 18 Figure 21 Live Load .................................................................................................................. 18 Figure 22 Wind along Z+ Direction ........................................................................................... 19 Figure 23 Wind Load at Z+ Direction ........................................................................................ 20 Figure 24 Wind along Z- Direction ............................................................................................ 20 Figure 25 Wind Load at Z- Direction ......................................................................................... 21 Figure 26 Wind along X+ Direction ........................................................................................... 21 Figure 27 Wind Load at X+ Direction........................................................................................ 22 Figure 28 Wind along X- Direction ............................................................................................ 22 Figure 29 Wind Load at X- Direction ........................................................................................ 23 Figure 30 Seismic X Dir (Except CIK*selfweight)...................................................................... 25 Figure 31 Seismic Z Dir (Except CIK*selfweight) ...................................................................... 25

Document No. Rev.

LIST OF TABLE

Table 1 Wind Load Z+ Direction ............................................................................................... 23 Table 2 Wind Load X+ Direction ............................................................................................... 24 Table 3 Unit Weight of Dead Loads for Seismic ....................................................................... 26 Table 4 Weight of Roof for Seismic .......................................................................................... 26 Table 5 Equivalent Load for Seismic ........................................................................................ 27 Table 6 Combination Load Case For Structure and Reinforcement Design .............................. 29 Table 7 Combination Load Case Soil Bearing Pressure ........................................................... 30 Table 8 Design summary for column ........................................................................................ 32 Table 9 Design summary for beam .......................................................................................... 32 Table 10 Design summary for slab ........................................................................................... 35 Table 11 Support reaction summary ......................................................................................... 35 Table 12 Column and Beam deflection summary ..................................................................... 35 Table 13 Support reaction summary for footing size design ..................................................... 39 Table 14 Load summary for footing size design ....................................................................... 39 Table 15 Support reaction summary for check of settlement .................................................... 40 Table 16 Load summary for check of settlement ...................................................................... 40 Table 17 Support reaction summary for footing reinforcement design ...................................... 41 Table 18 Load summary for footing reinforcement design ........................................................ 41 Table 19 Footing Size and Reinforcement Summary ............................................................. 102

Document No. Rev.

1. GENERAL

1.1 DESCRIPTION PROJECT Project : Client Location Facility :

1.2 UNIT MEASUREMENT Unit measurement in design shall be metric system

1.3 COMPUTER SOFTWARE SHALL BE USE MS Excel MS Word STAADPro MathCAD

1.4 CODE AND STANDARD 1.4.1 General Code and Standard SKBI 1.3.53, 1987. UDC : 625.042 Indonesian Loading Code SKBI 1.3.53, 1987. UDC : 699.841 Earthquake Resistant Code for Building in Indonesia SK SNI T 15 1991 03 Indonesian Reinforced Concrete Code ACI 318 1999 (American Concrete Institute) Building Code Requirement for Structural Concrete UBC 97 Uniform Building Code SII Indonesian Industrial Standard SII 0136 Reinforcing Steel Bar

ANSI/ASCE 07 02 American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structure SNI 07 2052 1997 Indonesian Concrete Reinforcement Code

1.4.2 Specific Code & Standard 005-60-S-SP-0201 Design Specification for Civil Structural & Architectural

1.5 ALLOWABLE STRENGTH OF MATERIAL

CONCRETE STRUCTURE Compressive strengths of concrete at 28 days monitored by cylinder test shall be as follows unless otherwise specified:

fc > 138 kg/cm2 (13.6 MPa) for leveling concrete.

fc = 280 kg/cm2 (27.6 MPa) for general-purpose work. This compressive strength may be

increased base on the design requirement.

Document No. Rev.

For structural main bars type shall use deformed bar. Deformed bar shall conform to SII-0136, BJTD 40 or ASTM A 615 Grade 60 or JIS G 3112 or equivalent. Minimum yield strength is 4000 kg/cm

2.

For stirrups and non-structural type such as wall post, reinforcement for concrete block wall, etc shall use plain bar. Plain bar shall conform to SII-0136, BJTP 24 or equivalent. Minimum yield strength is 2400 kg/cm

2.

1.6 UNIT WEIGHT OF MATERIALS Unit weight of reinforced concrete is 2400 kg/m

3

Unit weight of hollow concrete block wall 150mm thickness with plaster is 350 kg/m2

Unit weight of soil is 1550 kg/m3

1.7 ALLOWABLE SOIL BEARING CAPACITY Allowable soil bearing capacity is 90 kPa (9.18 tonne/m

2), with a safety factor of 3. This

bearing capacity can be increased by 33 percent for temporary load such as wind or earthquake. They refer to page 10 and 11 of Soilens Report (see Attachment C).

Document No. Rev.

2. STRUCTURAL DESIGN CONSEPT

2.1 STRUCTURAL MODEL The structure is modeled as three-dimensional frames. The supports are modeled as pinned at the bottom of footing. The modeling structure as shown below:

Figure 1 Model of Structure

Figure 2 Column 1

Document No. Rev.

Figure 3 Column 2

Figure 4 Column 3

Document No. Rev.

Figure 5 Column 4

Figure 6 Beam 1

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Figure 7 Beam 2

Figure 8 Beam 3

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Figure 9 Beam 4

Figure 10 Beam 5

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Figure 11 Beam 6

Figure 12 Beam 7

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Figure 13 Beam 8

Figure 14 Beam 9

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Figure 15 Grade Beam 1

Figure 16 Grade Beam 2

Document No. Rev.

Figure 17 Ground Slab

Figure 18 Canopy Slab

Document No. Rev.

Figure 19 Roof Slab

2.2 METHOD OF ANALYSIS The structural design shall be in accordance with ACI 318-1999. The stresses of structural members shall be computed to all of load combinations and structural members shall be designed to keep strength against all of combined stress.

2.3 ANALYSIS SOFTWARE Control Building is analyzed using STAAD-PRO.

Document No. Rev.

3. LOAD DESIGN

3.1 DEAD LOAD Dead load due to concrete structure is defined as self weight in y- direction by STAADPro. Unit weight for hollow block wall with 150 mm thickness is 350 kg/m

2

Figure 20 Dead Load (except selfweight)

3.2 LIVE LOAD Live load for flat roof 100 kg/m

2

Figure 21 Live Load

Document No. Rev.

3.3 WIND LOAD Wind Load......................... "W" Wind load shall be calculated in accordance with the formula in general:

W = Q AC Where, Q = Wind Pressure

A = Effective Area C = Wind coefficient W = Wind Load

According to SKBI 1.3.53.1987 UDC 624.042, the minimum pressure Q for wind load shall be 25 kg/m

2.

For vertical wall in non-open building, wind coefficient (C) shall be:

+0.9 for windward (front area of wall, parallel to wind direction)

-0.4 for leeward (back area of wall, parallel to wind direction)

Wind pressure plan: i) Wind Along Z+ direction

Figure 22 Wind along Z+ Direction

Plan

Wind

B = 20 m

L =

21 m

-0.4

1 7

A

G

+0.9

Document No. Rev.

Figure 23 Wind Load at Z+ Direction

ii) Wind Along Z- direction

Figure 24 Wind along Z- Direction

Plan

Wind

B = 20 m

L =

21 m

1 7

A

G

-0.4

+0.9

Document No. Rev.

Figure 25 Wind Load at Z- Direction

iii) Wind Along X+ direction

Figure 26 Wind along X+ Direction

+0.9

Wind

-0.4

L = 20 m

B =

21 m

Plan 1 7

A

G

Document No. Rev.

Figure 27 Wind Load at X+ Direction

iv) Wind Along X- direction

Figure 28 Wind along X- Direction

-0.4

Wind

+0.9

L = 20

B =

21 m

Plan 1 7

A

G

Document No. Rev.

Figure 29 Wind Load at X- Direction

Table 1 Wind Load Z+ Direction

WINDWARD

Height Qz

(m) (kg/m2)

B*L 20*4.5

Area (m2) 90

C 0.9

W (ton) 1.721

LEEWARD

Height Qz

(m) (kg/m2)

B*L 20*4.5

Area (m2) 90

C -0.4

W (ton) -0.765

1 line

0 - 4.5 25

1 line

0 - 4.5 25

Document No. Rev.

Table 2 Wind Load X+ Direction

WINDWARD

Height Qz

(m) (kg/m2)

B*L 21*4.5

Area (m2) 94.5

C 0.9

W (ton) 1.807

LEEWARD

Height Qz

(m) (kg/m2)

B*L 21*4.5

Area (m2) 94.5

C -0.4

W (ton) -0.803

1 line

1 line

0 - 4.5 25

0 - 4.5 25

3.4 SEISMIC LOAD 3.4.1 Base Shear

Refer to SKBI 1.3.53 1987 Earthquake Resistant for Building in Indonesia (refer to Design Specification 005-20-S-SP-0201) as follow:

V = C I K W t Where, V :Total lateral force or base shear force C :Basic seismic coefficient, for zone 4 on soft soil (SKBI 1.3.53, 1987, UDC: 699.841) I :Importance factor K :Structural type factor Wt :Total dead load and reduced live load, piping load and equipment load.

CIK = 0.075 for control building In Combination Seismic, we use 100% in major direction and 30% in minor direction. At this calculation, we assigned seismic load as (selfweight of column, beam and slab * CIK) plus (0.5*selfweight of block wall * CIK) .

Document No. Rev.

Figure 30 Seismic X Dir (Except CIK*selfweight)

Figure 31 Seismic Z Dir (Except CIK*selfweight)

3.4.2 Nominal Seismic Load

Document No. Rev.

Fi = (Wi hi /

n

i

Wihi1

) V

Where, Fi : Design seismic force applied to level i V : The total horizontal seismic base shear Wi : That portion of W located at or assigned to level i hi : Height in m above the base to level i

3.4.3 Seismic Load Calculation The calculation of weight for each floor is shown at the table in the following pages.

Table 3 Unit Weight of Dead Loads for Seismic

y

WIDTH HEIGHT THICK (t/m3) (t/m2) (t/m)

Roof 1GX1 0.2 0.4 2.4 0.192

1GY1 0.2 0.4 2.4 0.192

1GX2 0.3 0.6 2.4 0.432

1GX3 0.2 0.4 2.4 0.192

1GX4 0.2 0.3 2.4 0.144

1GY3 0.2 0.6 2.4 0.288

1GX5 0.2 0.4 2.4 0.192

1GY4 0.2 0.4 2.4 0.192

1GX6 0.25 0.6 2.4 0.360

1BX1 0.2 0.25 2.4 0.120

1BY1 0.2 0.25 2.4 0.120

1BX2 0.2 0.3 2.4 0.144

1DG 0.2 0.4 2.4 0.192

C1 0.25 0.25 2.4 0.150

C2 0.3 0.3 2.4 0.216

C3 0.3 0.4 2.4 0.288

C4 0.2 0.2 2.4 0.096

Roof Slab 0.15 2.4 0.36

Canopy Slab 0.15 2.4 0.36

Block Wall 0.15 0.35

QDIMENSION (m)LEVEL MEMBER

Table 4 Weight of Roof for Seismic

Document No. Rev.

Dead Load

Length Area Weight

(m) (m2) (tonne)

1GX1 74 x 0.192 14.208

1GY1 78 x 0.192 14.976

1GX2 10 x 0.432 4.320

1GX3 10 x 0.192 1.920

1GX4 5 x 0.144 0.720

1GY3 4.8 x 0.288 1.382

1GX5 8 x 0.192 1.536

1GY4 9 x 0.192 1.728

1GX6 2 x 0.36 0.720

1BX1 24.4 x 0.12 2.928

1BY1 13.6 x 0.12 1.632

1BY2 4.8 x 0.144 0.691

1DG 2.828 x 0.192 0.543

C1 49.5 x 0.15 7.425

C2 11.25 x 0.216 2.430

C3 4.5 x 0.288 1.296

C4 1.4 x 0.096 0.134

Roof Slab 483.50 x 0.36 174.060

Canopy Slab 13.08 x 0.36 4.709

Block Wall 354.753 x 0.35 124.164

361.522Total

Member Q

Live Load

Member Area (m2) q (t/m2) Weight (ton)

Roof Slab 483.50 0.1 48.350

Canopy Slab 13.08 0.1 1.308

49.658Total

Table 5 Equivalent Load for Seismic

DL LL Wi (ton) V=CIK*Wi Hi Wi*Hi Fi

(ton) (ton) DL+0.9LL (ton) (m) (ton.m) (ton)

Roof 361.522 49.658 406.215 30.466 4.5 1827.965 30.466

1827.965 30.466Total

Level

3.5 LOAD COMBINATION Load Combination for Concrete Structure

Document No. Rev.

Reference: 005-60-S-SP-0201 Design Specification for Civil Structural & Architectural (refers to ANSI/ASCE 7-02, section 2.3)

Loading

Condition

Combination of Load Probability

Factor

Erection 1.4 [D + E(E) + P(E)]

0.9 [D + E(E) + P(E)] + 1.6 W + 1.6 [SP + WT]

1.0

1.0

Normal

Operation

1.2 [D + E(O) + P(O) + I + T] + 1.6 [L + SP + WT]

1.2 [D + E(O) + P(O) + I + T] + 1.6 L + 0.8 W

1.2 [D + E(O) + P(O) + T] + 1.6 W + L

1.2 [D + E(O) + P(O) + T] + 1.0 V + L*

0.9 [D + E(O) + P(O) + T] + 1.6 W + 1.6 [SP + WT]

0.9 [D + E(O) + P(O) + T] + 1.0 V + 1.6 [SP + WT]

1.0

1.0

1.0

1.0

1.0

1.0

Test 1.2 [D + E(T) + P(T)] + 1.6 [L + SP + WT] 1.0

Maintenance 1.2 [D + E(E) + P(E) + B] + 1.6 [L + SP + WT]

0.9 [D + E(E) + P(E)] + 1.6 W + 1.6 [SP + WT]

1.0

1.0

Load Combination for Soil Bearing Pressure Reference: 005-60-S-SP-0201 Design Specification for Civil Structural & Architectural (refers to ANSI/ASCE 7-02, section 2.4)

Load

Condition Combination of Load

Allowable

Stress

Increasing

Factor

Erection D + E(E) + P(E) + SP + WT

D + E(E) + P(E) + SP + WT + 0.75 W (or 0.7 V)

1.00

1.00

Normal

Operation

D + E(O) + P(O) + SP + WT + L + I + T

D + E(O) + P(O) + SP + WT + 0.75 L* + T + 0.75 W (or 0.7 V)

D + E(O) + P(O) + SP + WT + W (or 0.7 V)

1.00

1.00

1.00

Test D + E(T) + P(T) + SP + WT

D + E(T) + P(T) + SP + WT + 0.25 W

1.00

1.00

Maintenance

D + E(E) +P(E) + SP + WT + L + I

D + E(E) +P(E) + SP + WT + 0.75 L + 0.75 W (or 0.7 V)

D + E(E) +P(E) + SP + WT + B

1.00

1.00

1.00

3.5.1 Primary Load Cases

Number Name

1 DEAD LOAD

2 LIVE LOAD

3 WIND LOAD X+ DIR

4 WIND LOAD X- DIR

5 WIND LOAD Z+ DIR

6 WIND LOAD Z- DIR

7 SEISMIC X DIR

8 SEISMIC Z DIR

3.5.2 Combination Load Cases For Structure And Footing Reinforcement Design

Document No. Rev.

Table 6 Combination Load Case For Structure and Reinforcement Design

Comb. Combination L/C Name Primary Primary L/C Name Factor

9 1.4DL 1 DEAD LOAD 1.4

10 0.9DL+1.6W WIND X+ DIR 1 DEAD LOAD 0.9

3 WIND LOAD X+ DIR 1.6

11 0.9DL+1.6W WIND X- DIR 1 DEAD LOAD 0.9

4 WIND LOAD X- DIR 1.6

12 0.9DL+1.6W WIND Z+ DIR 1 DEAD LOAD 0.9

5 WIND LOAD Z+ DIR 1.6

13 0.9DL+1.6W WIND Z- DIR 1 DEAD LOAD 0.9

6 WIND LOAD Z- DIR 1.6

14 1.2DL+1.6LL 1 DEAD LOAD 1.2

2 LIVE LOAD 1.6

15 1.2DL+1.6LL+0.8W WIND X+ DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1.6


16 1.2DL+1.6LL+0.8W WIND X- DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1.6


17 1.2DL+1.6LL+0.8W WIND Z+ DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1.6


18 1.2DL+1.6LL+0.8W WIND Z- DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1.6


19 1.2DL+LL+1.6W WIND X+ DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1


20 1.2DL+LL+1.6W WIND X- DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1


21 1.2DL+LL+1.6W WIND Z+ DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1


22 1.2DL+LL+1.6W WIND Z- DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1


23 1.2DL+LL+V SEISMIC X DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1

7 SEISMIC X DIR 1

8 SEISMIC Z DIR 0.3

24 1.2DL+LL+V SEISMIC X DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1

7 SEISMIC X DIR 1

8 SEISMIC Z DIR -0.3

25 1.2DL+LL+V SEISMIC -X DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1

7 SEISMIC X DIR -1

8 SEISMIC Z DIR 0.3

26 1.2DL+LL+V SEISMIC -X DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1

7 SEISMIC X DIR -1


27 1.2DL+LL+V SEISMIC Z DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1

8 SEISMIC Z DIR 1

7 SEISMIC X DIR 0.3

Erection (for Design of Column, Beam and Slab)

Normal Operation

Document No. Rev.

28 1.2DL+LL+V SEISMIC Z DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1

8 SEISMIC Z DIR 1

7 SEISMIC X DIR -0.3

29 1.2DL+LL+V SEISMIC -Z DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1

8 SEISMIC Z DIR -1

7 SEISMIC X DIR 0.3

30 1.2DL+LL+V SEISMIC -Z DIR 1 DEAD LOAD 1.2

2 LIVE LOAD 1

8 SEISMIC Z DIR -1


31 0.9DL+V SEISMIC X DIR 1 DEAD LOAD 0.9

7 SEISMIC X DIR 1

8 SEISMIC Z DIR 0.3

32 0.9DL+V SEISMIC X DIR 1 DEAD LOAD 0.9

7 SEISMIC X DIR 1


33 0.9DL+V SEISMIC -X DIR 1 DEAD LOAD 0.9

7 SEISMIC X DIR -1

8 SEISMIC Z DIR 0.3

34 0.9DL+V SEISMIC -X DIR 1 DEAD LOAD 0.9

7 SEISMIC X DIR -1


35 0.9DL+V SEISMIC Z DIR 1 DEAD LOAD 0.9

8 SEISMIC Z DIR 1

7 SEISMIC X DIR 0.3

36 0.9DL+V SEISMIC Z DIR 1 DEAD LOAD 0.9

8 SEISMIC Z DIR 1


37 0.9DL+V SEISMIC -Z DIR 1 DEAD LOAD 0.9

8 SEISMIC Z DIR -1

7 SEISMIC X DIR 0.3

38 0.9DL+V SEISMIC -Z DIR 1 DEAD LOAD 0.9

8 SEISMIC Z DIR -1


3.5.3 Combination Load Cases For Soil Bearing Pressure

Table 7 Combination Load Case Soil Bearing Pressure

Comb. Combination L/C Name Primary Primary L/C Name Factor

39 DL 1 DEAD LOAD 1

40 DL+0.75W WIND X+ DIR 1 DEAD LOAD 1


41 DL+0.75W WIND X- DIR 1 DEAD LOAD 1


42 DL+0.75W WIND Z+ DIR 1 DEAD LOAD 1


43 DL+0.75W WIND Z- DIR 1 DEAD LOAD 1


44 DL+0.7V SEISMIC X DIR 1 DEAD LOAD 1

7 SEISMIC X DIR 0.7

8 SEISMIC Z DIR 0.21

45 DL+0.7V SEISMIC X DIR 1 DEAD LOAD 1

7 SEISMIC X DIR 0.7


46 DL+0.7V SEISMIC -X DIR 1 DEAD LOAD 1



47 DL+0.7V SEISMIC -X DIR 1 DEAD LOAD 1



Erection

Document No. Rev.

48 DL+0.7V SEISMIC Z DIR 1 DEAD LOAD 1

8 SEISMIC Z DIR 0.7

7 SEISMIC X DIR 0.22

49 DL+0.7V SEISMIC Z DIR 1 DEAD LOAD 1

8 SEISMIC Z DIR 0.7


50 DL+0.7V SEISMIC -Z DIR 1 DEAD LOAD 1



51 DL+0.7V SEISMIC -Z DIR 1 DEAD LOAD 1



52 DL+LL 1 DEAD LOAD 1

2 LIVE LOAD 1

53 DL+0.75LL+0.75W WIND X+ DIR 1 DEAD LOAD 1

2 LIVE LOAD 0.75



2 LIVE LOAD 0.75



2 LIVE LOAD 0.75



2 LIVE LOAD 0.75


57 DL+0.75LL+0.7V SEISMIC X DIR 1 DEAD LOAD 1

2 LIVE LOAD 0.75

8 SEISMIC X DIR 0.7


58 DL+0.75LL+0.7V SEISMIC X DIR 1 DEAD LOAD 1

2 LIVE LOAD 0.75

8 SEISMIC X DIR 0.7


59 DL+0.75LL+0.7V SEISMIC -X DIR 1 DEAD LOAD 1

2 LIVE LOAD 0.75



60 DL+0.75LL+0.7V SEISMIC -X DIR 1 DEAD LOAD 1

2 LIVE LOAD 0.75



61 DL+0.75LL+0.7V SEISMIC Z DIR 1 DEAD LOAD 1

2 LIVE LOAD 0.75

9 SEISMIC Z DIR 0.7


62 DL+0.75LL+0.7V SEISMIC Z DIR 1 DEAD LOAD 1

2 LIVE LOAD 0.75

9 SEISMIC Z DIR 0.7


63 DL+0.75LL+0.7V SEISMIC -Z DIR 1 DEAD LOAD 1

2 LIVE LOAD 0.75



64 DL+0.75LL+0.7V SEISMIC -Z DIR 1 DEAD LOAD 1

2 LIVE LOAD 0.75



65 DL+W WIND X+ DIR 1 DEAD LOAD 1

3 WIND LOAD X+ DIR 1

66 DL+W WIND X- DIR 1 DEAD LOAD 1

4 WIND LOAD X- DIR 1

67 DL+W WIND Z+ DIR 1 DEAD LOAD 1

5 WIND LOAD Z+ DIR 1

68 DL+W WIND Z- DIR 1 DEAD LOAD 1

6 WIND LOAD Z- DIR 1

Normal Operation

Document No. Rev.

4. DESIGN OF STRUCTURE

4.1 DESIGN OF MEMBER 4.1.1 Design Of Column

Table 8 Design summary for column

Reinforcement Steel Main Each

Percentage Req Bar

(%) (mm2) Configuration

Column 1 250 250 1.700 1062.5 8D16 3 f 8@150

Column 2 300 300 1.420 1278 8D16 3 f 8@150

Column 3 300 400 1.350 1620 12D16 4 f 10@150

Column 4 200 200 1.280 512 8D13 3 f 8@150

Member

Size

B (mm) H (mm)

Shear

Face Re-Bar

4.1.2 Design Of Beam

Table 9 Design summary for beam

Steel

Req

(mm2) Re-Bar

Top Full Bar 2D16

Top Cut Bar -

Bottom Full Bar 2D16 & (2D16)

Bottom Cut Bar -

Top Full Bar 2D16 & 2D16

Top Cut Bar -

Bottom Full Bar 2D16

Bottom Cut Bar -

Top Full Bar 2D16

Top Cut Bar 3D16


Bottom Cut Bar -


Top Cut Bar -


Bottom Cut Bar 2D16

Top Full Bar 2D16

Top Cut Bar -


Bottom Cut Bar -


Top Cut Bar -


Bottom Cut Bar 1D13

Top Full Bar 2D16

Top Cut Bar 3D16


Bottom Cut Bar -

Top Full Bar 2D16

Top Cut Bar -


Bottom Cut Bar -

Top Full Bar 2D16

Top Cut Bar -


Bottom Cut Bar -

Member

Size

Location

Middle

1GX1/1GY1 200 400

Both End

B (mm) H (mm)

334

f 8@150

242

442

Minimum

f 8@300

242

10@150

Minimum

1GX2/1GY2 300 600

Both End

Middle

715

f 10@150

8@150

173

1GX3 200 400

End Column End

Middle

Middle Column End

242

f

Both End

1GX4/1GY3 200 300

Middle

173

f

Minimum

f 10@300

574

LayerFlexure

Shear

Re-Bar

Minimum

f 10@300

242

541

f 10@150

Minimum

Minimum

f 8@300

173

Document No. Rev.

Top Full Bar 2D16

Top Cut Bar 1D16


Bottom Cut Bar -

Top Full Bar 2D16

Top Cut Bar -


Bottom Cut Bar 1D16

Top Full Bar 2D16

Top Cut Bar 1D16


Bottom Cut Bar -

Top Full Bar 2D16

Top Cut Bar -


Bottom Cut Bar 1D16

Top Full Bar 2D13

Top Cut Bar 1D13


Bottom Cut Bar -

Top Full Bar 2D13

Top Cut Bar -


Bottom Cut Bar -

Top Full Bar 2D13

Top Cut Bar 1D13


Bottom Cut Bar -

Top Full Bar 2D13

Top Cut Bar -


Bottom Cut Bar -

Top Full Bar 2D16

Top Cut Bar -


Bottom Cut Bar -

Top Full Bar 2D16

Top Cut Bar -


Bottom Cut Bar -

Top Full Bar 2D13

Top Cut Bar 1D13


Bottom Cut Bar -


Top Cut Bar -


Bottom Cut Bar 1D13

Top Full Bar 2D13

Top Cut Bar -


Bottom Cut Bar -

Top Full Bar 2D13

Top Cut Bar -


Bottom Cut Bar -

Minimum

f 8@150

478

478

f 8@150

364

1GX6 250 600

Both End

Middle

8@300

254

f 8@200

Minimum

172

8@200

8@200

Minimum

140

200 400

Both End

Middle f

246

1GX5/1GY4

8@150

366

132

420

f

131

131

f

Minimum

8@300

f 8@150

1BY2 200 300

Supported End

Free End

f

Minimum

172

f

1DG

8@200

Minimum

1BX1/1BY1 200 250

Supported End

Free End

138

f

200 400

Both End f

173

Middle

Minimum

f

8@150

173

173

FGX/FGY 200 250

Both End

263

f 8@150

Middle

Minimum

f 8@300

246

8@300

131

FBX/FBY 200 250

Both End

Middle

Document No. Rev.

Top Full Bar 2D13

Top Cut Bar 1D13


Bottom Cut Bar -

Top Full Bar 2D13

Top Cut Bar -


Bottom Cut Bar 1D13

246

f 8@300

246

263

f 8@150

Minimum

FDG 200 250

Middle

Both End

Check of soil allowable bearing capacity due to load of grade beam Grade Beam

B = 0.2 m

H = 0.25 m

DEAD LOAD1 Selfweight

y = 2.4 t/m3

Q = y*B*H

Q1 = 0.12 t/m

2 Concrete wall 150mm thickness

q = 0.35 t/m2

Height of wall = hw = 4.2 m

Q2 = q*hw = 1.47 t/m

Qu = Q1 + Q2 = 1.59 t/m

Allowable soil bearing capacity

Qall = 90 kPa (9.18 t/m2)

Qall = 9.18 t/m2*B = 1.836 t/m

Check :

Qall > Qu --------> OK

4.1.3 Design of Slab At this calculation, roof slab and canopy slab are designed by using STAADPro Program. Check of soil allowable bearing capacity due to load of ground slab

Ground Slab

Thickness = 0.15 m

DEAD LOAD

1 Selfweight

y = 2.4 t/m3

q1 = y*thickness

q1 = 0.36 t/m2

LIVE LOAD

2 q2 (for office) = 0.3 t/m2

qu = q1 + q2 = 0.66 t/m2

Allowable soil bearing capacity

Qall = 90 kPa (9.18 t/m2)

qall = 9.18 t/m2

Check :

qall > qu ----> OK

Document No. Rev.

Considering that ground slab is support to the ground, the load on ground slab (selfweight and live load due to equipment) will be supported by the ground below the slab. From check calculation of ground slab above, we see that allowable soil bearing capacity is bigger than the ultimate load on ground slab. The effect of shrinkage on ground slab is definitely little since it is permanently not exposed to the weather. From that reasons, we use Practical Reinforcement for design of ground slab.

Table 10 Design summary for slab

Steel Req Steel Req

(mm) (mm2/m) (mm

2/m)

Practical Practical

Reinforcement Reinforcement

Canopy Slab 150 Single 300 f 10@200 428 f 10@200

Top 415 f 10@150 549 f 10@150

Bottom 300 f 10@200 307 f 10@200

Mark LayerThickness

Flexure

Re-Bar

Roof Slab 150

Transversal Dir.Longitudinal Dir.

Flexure

Re-Bar

M6x150x150Ground Slab 150 Single M6x150x150

4.2 SUPPORT REACTION SUMMARY

Table 11 Support reaction summary

Horizontal Vertical Horizontal

Node L/C FX (kg)

FY (kg)

FZ (kg)

Max FX 1321 59:DL+0.75LL+0.7V SEISMIC -X DIR 2.29E 3 8.77E 3 -140.819

Min FX 1342 57:DL+0.75LL+0.7V SEISMIC X DIR -2.23E 3 8.82E 3 -110.186

Max FY 1337 62:DL+0.75LL+0.7V SEISMIC Z DIR 122.406 20.9E 3 154.124

Min FY 1658 50:DL+0.7V SEISMIC -Z DIR -60.664 2.93E 3 76.760

Max FZ 1334 63:DL+0.75LL+0.7V SEISMIC -Z DIR -37.161 10.3E 3 1.8E 3

Min FZ 1334 49:DL+0.7V SEISMIC Z DIR 445.165 6.51E 3 -1.87E 3

Max MX 1318 39:DL 147.842 9.18E 3 10.589

Min MX 1318 39:DL 147.842 9.18E 3 10.589

Max MY 1318 39:DL 147.842 9.18E 3 10.589

Min MY 1318 39:DL 147.842 9.18E 3 10.589

Max MZ 1318 39:DL 147.842 9.18E 3 10.589

Min MZ 1318 39:DL 147.842 9.18E 3 10.589

4.3 COLUMN AND BEAM DEFLECTION SUMMARY

Table 12 Column and Beam deflection summary

Column 1 Deflection Summary

Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)

Max X 2671 32:0.9DL+V SEISMIC X DIR 85.000 12.976 -0.124 -3.231 13.373

Min X 2676 25:1.2DL+LL+V SEISMIC -X DIR 85.000 -12.995 -0.492 3.921 13.582

Max Y 2830 9:1.4DL 0.000 0.000 0.000 0.000 0.000

Min Y 2781 18:1.2DL+1.6LL+0.8W WIND Z- DIR 175.000 -0.025 -0.598 -0.225 0.640

Max Z 2858 28:1.2DL+LL+V SEISMIC Z DIR 420.000 -3.677 -0.292 12.655 13.182

Min Z 2849 37:0.9DL+V SEISMIC -Z DIR 420.000 3.935 -0.187 -12.153 12.775

Max Rst 2673 25:1.2DL+LL+V SEISMIC -X DIR 85.000 -12.995 -0.246 4.151 13.644

Document No. Rev.


Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)



Max Y 2581 9:1.4DL 0.000 0.000 0.000 0.000 0.000

Min Y 2867 15:1.2DL+1.6LL+0.8W WIND X+ DIR

420.000 0.651 -0.461 0.374 0.881


Min Z 2898 29:1.2DL+LL+V SEISMIC -Z DIR 336.000 3.218 -0.297 -12.466 12.878



Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)

Max X 2868 23:1.2DL+LL+V SEISMIC X DIR 378.000 12.534 -0.459 3.555 13.037

Min X 2860 26:1.2DL+LL+V SEISMIC -X DIR 378.000 -12.585 -0.456 -3.484 13.066

Max Y 1934 9:1.4DL 0.000 0.000 0.000 0.000 0.000

Min Y 2860 16:1.2DL+1.6LL+0.8W WIND X- DIR 420.000 -0.750 -0.541 0.389 1.004



Max Rst 2868 28:1.2DL+LL+V SEISMIC Z DIR 420.000 -3.677 -0.512 12.553 13.090


Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)



Max Y 2686 9:1.4DL 0.000 0.000 0.000 0.000 0.000

Min Y 2939 28:1.2DL+LL+V SEISMIC Z DIR 335.000 -4.028 -0.519 12.404 13.052




Beam 1 Deflection Summary

Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)



Max Y 2840 38:0.9DL+V SEISMIC -Z DIR 0.000 -3.801 -0.031 -11.927 12.518

Min Y 2630 16:1.2DL+1.6LL+0.8W WIND X- DIR 0.000 -0.629 -2.607 0.331 2.702





Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)

Max X 30 31:0.9DL+V SEISMIC X DIR 0.000 12.536 -0.333 3.847 13.117


Max Y 1117 35:0.9DL+V SEISMIC Z DIR 100.000 3.742 -0.225 12.347 12.903

Min Y 139 14:1.2DL+1.6LL 10.000 -0.034 -8.185 0.342 8.192



Max Rst 139 27:1.2DL+LL+V SEISMIC Z DIR 20.000 3.746 -7.859 12.454 15.195

Document No. Rev.


Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)



Max Y 1205 33:0.9DL+V SEISMIC -X DIR 90.000 -12.374 0.262 4.092 13.035

Min Y 942 26:1.2DL+LL+V SEISMIC -X DIR 0.000 -12.421 -0.760 -3.578 12.948





Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)



Max Y 2696 37:0.9DL+V SEISMIC -Z DIR 90.000 4.018 -0.105 -11.692 12.363

Min Y 2698 24:1.2DL+LL+V SEISMIC X DIR 0.000 12.743 -0.693 -3.221 13.162





Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)

Max X 2677 24:1.2DL+LL+V SEISMIC X DIR 10.000 12.766 -0.586 -3.118 13.154



Min Y 2783 29:1.2DL+LL+V SEISMIC -Z DIR 35.000 2.971 -2.184 -9.593 10.277





Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)



Max Y 1275 33:0.9DL+V SEISMIC -X DIR 0.000 -12.567 -0.286 3.893 13.159

Min Y 1275 14:1.2DL+1.6LL 100.000 -0.025 -0.550 0.340 0.648





Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)



Max Y 2145 35:0.9DL+V SEISMIC Z DIR 70.711 3.746 -0.083 12.350 12.905

Min Y 2150 23:1.2DL+LL+V SEISMIC X DIR 70.711 12.213 -0.746 4.096 12.903




Document No. Rev.


Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)

Max X 2706 24:1.2DL+LL+V SEISMIC X DIR 80.000 13.060 -0.382 -3.248 13.463


Max Y 2787 33:0.9DL+V SEISMIC -X DIR 50.000 -9.351 2.324 3.435 10.230

Min Y 2796 24:1.2DL+LL+V SEISMIC X DIR 50.000 9.630 -5.630 -2.868 11.518





Beam L/C d

(cm) X

(mm) Y

(mm) Z

(mm) Resultant

(mm)




Min Y 2717 29:1.2DL+LL+V SEISMIC -Z DIR 0.000 3.978 -0.683 -11.854 12.522




Document No. Rev.

5. DESIGN OF FOOTING

5.1 SUPPORT REACTION SUMMARY

Table 13 Support reaction summary for footing size design

Footing

Type Load case (tonne) Load case (tonne)

1318 F2 62 11.573 46 0.643

1319 F2 64 14.211 49 1.409

1320 F2 59 13.373 51 1.548

1321 F1 60 9.204 59 1.504

1322 F1 62 9.368 61 0.847

1323 F2 63 10.493 48 1.503

1324 F3 52 15.415 44 1.156

1325 F3 52 15.952 63 0.965

1326 F3B 61 20.883 46 0.353

1327 F1C 60 6.404 64 0.337

1328 F1 64 6.362 59 1.244

1332 F1 63 6.352 57 1.240

1333 F1 61 9.297 62 0.823

1334 F2 64 10.520 49 1.558

1335 F3 52 15.012 49 0.982

1336 F3 52 15.890 64 1.012

1337 F3A 62 20.881 44 0.315

1338 F1B 58 6.382 64 0.382

1339 F1 61 9.571 48 1.117

1341 F2 63 13.940 63 0.956

1342 F1 58 9.243 58 1.499

1343 F2 57 13.547 48 1.205

1607 F2A 52 12.578 60 1.086

1626 F2B 64 11.555 45 0.315

1627 F1 60 10.291 60 1.335

1628 F2B 63 11.561 47 0.313

1629 F1 58 10.271 47 1.410

1658 F1A 62 7.731 59 0.248

1659 F1A 61 7.705 57 0.247

1766 F2 60 12.449 44 1.412

1767 F2 58 12.432 46 1.432

Support

Vertical Force Lateral Force

yF22

zx FF

Table 14 Load summary for footing size design

Footing


F1, F1B, F1C 60 10.291 59 1.504

F1A 62 7.731 59 0.248

F2, F2A, F2B 64 14.211 49 1.558

F3, F3A, F3B 61 20.883 44 1.156

Lateral Force Vertical Force

yF22

zx FF

Document No. Rev.

Table 15 Support reaction summary for check of settlement

Footing


1318 F2 52 9.310 52 0.141

1319 F2 52 12.637 52 0.475

1320 F2 52 13.004 52 0.284

1321 F1 52 8.388 52 0.644

1322 F1 52 7.075 52 0.081

1323 F2 52 9.214 52 0.174

1324 F3 52 15.415 52 0.412

1325 F3 52 15.952 52 0.318

1326 F3B 52 20.599 52 0.157

1327 F1C 52 5.218 52 0.092

1328 F1 52 5.147 52 0.156

1332 F1 52 5.143 52 0.152

1333 F1 52 7.044 52 0.073

1334 F2 52 9.283 52 0.190

1335 F3 52 15.012 52 0.304

1336 F3 52 15.890 52 0.359

1337 F3A 52 20.586 52 0.154

1338 F1B 52 5.190 52 0.098

1339 F1 52 8.554 52 0.256

1341 F2 52 13.326 52 0.177

1342 F1 52 8.410 52 0.640

1343 F2 52 12.937 52 0.346

1607 F2A 52 12.578 52 0.254

1626 F2B 52 10.643 52 0.074

1627 F1 52 9.510 52 0.179

1628 F2B 52 10.645 52 0.073

1629 F1 52 9.490 52 0.193

1658 F1A 52 5.663 52 0.022

1659 F1A 52 5.659 52 0.021

1766 F2 52 11.683 52 0.074

1767 F2 52 11.668 52 0.089

Support

Vertical Force Lateral Force

yF22

zx FF

Table 16 Load summary for check of settlement

Footing


F1, F1B, F1C 52 9.510 52 0.644

F1A 52 5.663 52 0.022

F2, F2A, F2B 52 13.326 52 0.475

F3, F3A, F3B 52 20.599 52 0.412


yF22

zx FF

Document No. Rev.

Table 17 Support reaction summary for footing reinforcement design

Footing


1318 F2 28 14.609 25 0.865

1319 F2 30 17.686 28 1.913

1320 F2 16 16.475 30 2.154

1321 F1 26 11.439 25 2.014

1322 F1 28 11.922 27 1.203

1323 F2 29 13.108 27 2.115

1324 F3 18 19.419 23 1.531

1325 F3 16 20.157 29 1.311

1326 F3B 17 25.974 25 0.469

1327 F1C 26 8.070 30 0.464

1328 F1 30 8.030 25 1.766

1332 F1 29 8.017 23 1.763

1333 F1 27 11.827 28 1.174

1334 F2 30 13.130 28 2.197

1335 F3 15 18.944 28 1.319

1336 F3 15 20.084 30 1.366

1337 F3A 17 25.960 23 0.413

1338 F1B 24 8.045 30 0.532

1339 F1 27 11.920 27 1.541

1341 F2 29 17.187 29 1.345

1342 F1 24 11.489 23 2.008

1343 F2 23 16.672 27 1.668

1607 F2A 17 15.847 26 1.536

1626 F2B 30 14.285 24 0.440

1627 F1 26 12.754 26 1.896

1628 F2B 29 14.300 26 0.437

1629 F1 24 12.730 26 1.979

1658 F1A 28 9.834 25 0.351

1659 F1A 27 9.797 23 0.350

1766 F2 26 15.390 23 2.004

1767 F2 24 15.369 25 2.028

Support

Vertical Force Lateral Force 22

zx FF yF

Table 18 Load summary for footing reinforcement design

Footing


F1, F1B, F1C 26 12.754 25 2.014

F1A 28 9.834 25 0.351

F2, F2A, F2B 30 17.686 28 2.197

F3, F3A, F3B 17 25.974 23 1.531


yF22

zx FF

Document No. Rev.

5.2 CALCULATION OF FOUNDATION

Calculation For Footing Type 1

1. LAYOUT

Structure type : RECTANGULAR FOUNDATION

Tf

Z

X

Cl

Cb

L

B

Mz

Mx

L

D

Df

Mx

P

H

Cl

2. DIM ENSION

FOOTING :

L 1.1m*

B 1.1m

Tf 0.25m

d Tf 75.mm d 0.175 m

Footing area : Af B L Af 1.21 m2

Depth of bottom of footing below ground surface: D 0.6m

Depth of top of footing below ground surface: Df D Tf

Df 0.35 m

COLUMN :

Cb 0.25m

Cl 0.25 m

Column area : Ac Cb Cl Ac 0.063 m2

3. MATERIAL PROPERTIES

Compressive concrete strength :

fc 280 kg cm2

Yield steel strength : fy 4000 kg cm2

Specific gravity of reinf. conc. c 2400 kg m3

Document No. Rev.

4. SOIL DATA

Allow able soil bearing capacity at depth 0.6m: Qall 9.18 tonne m2

(90 kPa)

(f rom Table 2 of Soilens Report, see Attachment C)

Qalltot Qall 1.33

Qal l is increa sed by 33 percent, ba sed onpa ge 11 of Soi lens Report (Atta chment C)

Qalltot 12.209 tonne m2

Saf ety factor Overtuning Sf o 1.5

Saf ety factor Sliding Sf s 1.5

Unit Weight of soil s 1.55 tonne m3


Weight of soil above foundation :

Ws Af Ac( ) Df s Ws 0.623 tonne

5. LOADING

Vertical load : P 10291 kg P and H a re support rea ction at ba se of footi ng due to l oadcombinati on for soil bearing pressure

Horizontal load : H 1504 kg

Moment : M 0kg m

Weight of f oundation :

Footing : Wf p L B Tf c Wf p 726 kg

Total vertical load :

Pt P Ws Wf p Pt 11.64 tonne

6. CHECK OF STABILITY

Due to Overturning

Check of stability due to ov erturning doesn't need to be checked considering that there is no overturning moment (due to horizontal load) at base of f ooting because M=0 kgm andHorizontal load w orks at base of footing

Due to Sliding

0.5 (fr iction factor between concrete to soil)

FSPt

H FS 3.87

Status "Sfs OK"

Document No. Rev.

7. CHECK OF SOIL IMPACT

SOIL STRESS :

Moment at base : Mbase M Mbase 0 tonne m

Wz1

6

B L2

Wz 221.833 L

QultPt

Af

Mbase

Wz Qult 9.619 tonne m

2

Status "Qult< Qall.tot ---> OK"

8. ESTIMATION OF SETTLEMENT

At Plate 2.1 of Soilens Report, the graph show s the settlement related to foundation w idth (B),corresponds to actual stress and ratio of length L per w idth B (L/B).

Vertical load : Ps 9510 kg Ps a nd Hs are support rea ction at ba se of footi ng due to permanent l oadcombinati on for soil bear ing pressure

Horizontal load : Hs 644 kg

Moment : Ms 0kg m


Ptsettlement Ps Ws Wf p Ptsettlement 10.859 tonne

SOIL STRESS :

Moment at base : Mbasesettlement Ms Mbasesettlement 0 tonne m

Qultsettlement

Ptsettlement

Af

Mbasesettlement

Wz Qultsettlement 8.974 tonne m

2

L 1.1 m L

B1

B 1.1 m

Actual total settlement (interpolated from Graph at Plate 2.1 of Soilens Report) : Sce 10.8mm

Permissible total settlement ( Refer to Graph at Plate 2.1 of Soilens Report) : Sall 25 mm

Status "Sce < Sall ---> OK"

Document No. Rev.

9. CHECK OF SHEAR

TWO WAY SHEAR :

Cl

Cb

L

B

d/2

Perimeter length : bo Cl d( ) Cb d( )[ ] 2

bo 1.7 m d 0.175 m

Shear area : As L B( ) Cl d( ) Cb d( )[ ]

As 1.029 m2

Qult 9.619 tonne m2

Actual shear : Vpu Qult As Vpu 9.902 tonne

VpnVpu

0.85 Vpn 11.649 tonne

Shear capacity : Vpc 1.06 fc bo d kg Vpc 52.768 tonne

Status "Vpc > Vpn ---> SHEAR OK"

DIRECT SHEAR :

L

ay

d

d Tf

Cl

Cantilever length : ay L Cl( ) 0.5 ay 42.5 cm d 17.5 cm

Contact pressure per 1m length : qmax Qult 1 m qmax 9.619tonne

m

Actual shear by beam action : Vu qmax ay d( ) Vu 2.405 tonne

VnVu

0.85 Vn 2.829 tonne

Critical shear section area : as L d as 0.193 m2

All direct shear : Vc 0.85 0.53 fc as kg Vc 14.511 tonne

Status "Vc > Vn ---> DIRECT SHEAR OK"

Document No. Rev.

10. CHECK OF PUNCHING SHEAR

Punching shear calculation :

Perimeter length : bo 1.7 m d 0.175 m

Shear area : As bo d*

As 0.298 m2

Actual punching shear : Qult 9.619 tonne m2

Vpu Qult As*

Vpu 2.862 tonne

VpnVpu

0.85

*Vpn 3.367 tonne

All. Punching shear : Vpc 1.06 fc bo d kg*

Vpc 52.768 tonne

Status "Vpc > Vpn ---> PUNCHING SHEAR OK"

11. FOUNDATION REINFORCEMENT DESIGN

FOOTING RINFORCEMENT : LOADING :

Qu

Soil Reaction

Vertical load : P2 12754 kg

Horizontal load : H2 2014 kg*

Moment : Mrst2 0kg m

P2 and H2 a re support reaction at ba se of footi ng due to l oad combina tion for desi gn of concrete structures


Pt2 P2 Wf p Ws Pt2 14.103 tonne

SOIL STRESS :

Moment at base : Mbase2 Mrst2 Mbase2 0 tonne m

Wz1

6

B L2

*

Wz 221.833 L

Qult2Pt2

Af

Mbase2

Wz

Qult2 11.655 tonne m2

Document No. Rev.

- Ultimate moment :

q Qult2 1 m q 11.655tonne

m

Mult 0.5 1.5 q ay2

Mult 1.579 tonne m for 1.1m w idth : b 1.1 m

RnMult

0.9 b d2

Rn 52.076tonne

m2

For bottom reinforcement

bottom0.85 fc

fy1 1

2 Rn

0.85 fc

bottom 0.0013215

reqbottom 0.0018 bottom 0.0018if

bottom bottom 0.0018if

Use : reqbottom 0.0018

Asreqbottom reqbottom b Tf Asreqbottom 4.95 cm2

Try : D 1.3 cm*

Dia. of debar: Di 1.3 cm

Number of debar: n 6

Asteelbottom

4Di

2 n Asteelbottom 7.964 cm

2

Status "Asteel >Asreq ---> OK"

For both longitudinal and transversal direction

>> Use : 6 D13 for reinf orcement

For top reinf orcement

reqtop 0.0018

Asreqtop reqtop b Tf Asreqtop 4.95 cm2

Dia. of debar: Di 1.3 cm*

Number of debar: n 4*

Asteeltop

4Di

2 n Asteeltop 5.309 cm

2




--------------- end ------------------

Document No. Rev.

Calculation For Footing Type 1A

1. LAYOUT


Tf

Z

X

Cl

Cb

L

B

Mz

Mx

L

D

Df

Mx

P

H

Cl

2. DIM ENSION

FOOTING :

L 0.9m*

B 0.9m

Tf 0.25m

d Tf 75.mm d 0.175 m


Depth of bottom of footing below ground surface: D 1m


Df 0.75 m

COLUMN :

Cb 0.2m

Cl 0.2 m




fc 280 kg cm2



Document No. Rev.

4. SOIL DATA


(107.57 kPa)

(interpolated from Appendix-D (for PB-2 location)of Soilens Report, see Attachment C)

Qalltot Qall 1.33






(f rom Table 3 of Soilens Report, see Attachment C)Weight of soil above foundation :


5. LOADING



Moment : M 0kg m






Due to Overturning


Due to Sliding


FSPt

H FS 18.371

Status "Sfs OK"

P T . P E R U S A H A A N G A S N E G A R A

(P e r s e r o ) T b k .

R E K A Y A S A

D o c u m e n t N o .

0 0 5 - 2 0 - S - C A - 3 0 1

R e v .

CR E K P a g e o f 4 2

C A L C U L A T IO N S H E E T F O R C O N T R O L B U IL D IN G

Document No. Rev.


SOIL STRESS :


Wz1

6

B L2

Wz 121.5 L

QultPt

Af

Mbase


2






Moment : Ms 0kg m



SOIL STRESS :


Qultsettlement

Ptsettlement

Af

Mbasesettlement


2

L 0.9 m L

B1

B 0.9 m




Document No. Rev.

9. CHECK OF SHEAR

TWO WAY SHEAR :

Cl

Cb

L

B

d/2


bo 1.5 m d 0.175 m


As 0.669 m2

Qult 11.25 tonne m2


VpnVpu

0.85 Vpn 8.859 tonne



DIRECT SHEAR :

L

ay

d

d Tf

Cl

Cantilever length : ay L Cl( ) 0.5 ay 35 cm d 17.5 cm


m


VnVu

0.85 Vn 2.316 tonne




Document No. Rev.





As 0.263 m2


Vpu Qult As*

Vpu 2.953 tonne

VpnVpu

0.85

*Vpn 3.474 tonne


Vpc 46.56 tonne




Qu

Soil Reaction







SOIL STRESS :


Wz1

6

B L2

*

Wz 121.5 L

Qult2Pt2

Af

Mbase2

Wz


Document No. Rev.

- Ultimate moment :


m

Mult 0.5 1.5 q ay2


RnMult

0.9 b d2

Rn 51.281tonne

m2


bottom0.85 fc

fy1 1

2 Rn

0.85 fc

bottom 0.001301





Try : D 1.3 cm*



Asteelbottom

4Di


2





reqtop 0.0018




Asteeltop

4Di


2




--------------- end ------------------

Document No. Rev.

Calculation For Footing Type 1B

1. LAYOUT


Tf

Z

X

Cl

Cb

L

B

Mz

Mx

L

D

Df

Mx

P

H

Cl

2. DIM ENSION

FOOTING :

L 1.1m*

B 1.1m

Tf 0.25m

d Tf 75.mm d 0.175 m




Df 1.05 m

COLUMN :

Cb 0.25m

Cl 0.25 m




fc 280 kg cm2



Document No. Rev.

4. SOIL DATA


(112.77 kPa)


Qalltot Qall 1.33









5. LOADING



Moment : M 0kg m






Due to Overturning


Due to Sliding


FSPt

H FS 4.283

Status "Sfs OK"



R E K A Y A S A


0 0 5 - 2 0 - S - C A - 3 0 1

R e v .



Document No. Rev.


SOIL STRESS :


Wz1

6

B L2

Wz 221.833 L

QultPt

Af

Mbase


2






Moment : Ms 0kg m



SOIL STRESS :


Qultsettlement

Ptsettlement

Af

Mbasesettlement


2

L 1.1 m L

B1

B 1.1 m




Document No. Rev.

9. CHECK OF SHEAR

TWO WAY SHEAR :

Cl

Cb

L

B

d/2


bo 1.7 m d 0.175 m


As 1.029 m2

Qult 10.648 tonne m2


VpnVpu

0.85 Vpn 12.896 tonne



DIRECT SHEAR :

L

ay

d

d Tf

Cl



m


VnVu

0.85 Vn 3.132 tonne




Document No. Rev.





As 0.298 m2


Vpu Qult As*

Vpu 3.168 tonne

VpnVpu

0.85

*Vpn 3.727 tonne


Vpc 52.768 tonne




Qu

Soil Reaction







SOIL STRESS :


Wz1

6

B L2

*

Wz 221.833 L

Qult2Pt2

Af

Mbase2

Wz


Document No. Rev.

- Ultimate moment :


m

Mult 0.5 1.5 q ay2


RnMult

0.9 b d2

Rn 56.674tonne

m2


bottom0.85 fc

fy1 1

2 Rn

0.85 fc

bottom 0.0014401





Try : D 1.3 cm*



Asteelbottom

4Di


2





reqtop 0.0018




Asteeltop

4Di


2




--------------- end ------------------

Document No. Rev.

Calculation For Footing Type 1C

1. LAYOUT


Tf

Z

X

Cl

Cb

L

B

Mz

Mx

L

D

Df

Mx

P

H

Cl

2. DIM ENSION

FOOTING :

L 1.1m*

B 1.1m

Tf 0.25m

d Tf 75.mm d 0.175 m




Df 1.15 m

COLUMN :

Cb 0.25m

Cl 0.25 m




fc 280 kg cm2



Document No. Rev.

4. SOIL DATA


(114.43 kPa)


Qalltot Qall 1.33








5. LOADING



Moment : M 0kg m






Due to Overturning


Due to Sliding


FSPt

H FS 4.343

Status "Sfs OK"



R E K A Y A S A


0 0 5 - 2 0 - S - C A - 3 0 1

R e v .



Document No. Rev.


SOIL STRESS :


Wz1

6

B L2

Wz 221.833 L

QultPt

Af

Mbase


2






Moment : Ms 0kg m



SOIL STRESS :


Qultsettlement

Ptsettlement

Af

Mbasesettlement


2

L 1.1 m L

B1

B 1.1 m




Document No. Rev.

9. CHECK OF SHEAR

TWO WAY SHEAR :

Cl

Cb

L

B

d/2


bo 1.7 m d 0.175 m


As 1.029 m2

Qult 10.795 tonne m2


VpnVpu

0.85 Vpn 13.074 tonne



DIRECT SHEAR :

L

ay

d

d Tf

Cl



m


VnVu

0.85 Vn 3.175 tonne




Document No. Rev.





As 0.298 m2


Vpu Qult As*

Vpu 3.212 tonne

VpnVpu

0.85

*Vpn 3.778 tonne


Vpc 52.768 tonne




Qu

Soil Reaction







SOIL STRESS :


Wz1

6

B L2

*

Wz 221.833 L

Qult2Pt2

Af

Mbase2

Wz


Document No. Rev.

- Ultimate moment :


m

Mult 0.5 1.5 q ay2


RnMult

0.9 b d2

Rn 57.331tonne

m2


bottom0.85 fc

fy1 1

2 Rn

0.85 fc

bottom 0.001457





Try : D 1.3 cm*



Asteelbottom

4Di


2





reqtop 0.0018




Asteeltop

4Di


2




--------------- end ------------------

Document No. Rev.

Calculation For Footing Type 2

1. LAYOUT


Tf

Z

X

Cl

Cb

L

B

Mz

Mx

L

D

Df

Mx

P

H

Cl

2. DIM ENSION

FOOTING :

L 1.4m*

B 1.4m

Tf 0.25m

d Tf 75.mm d 0.175 m




Df 0.35 m

COLUMN :

Cb 0.25m

Cl 0.25 m




fc 280 kg cm2



Document No. Rev.

4. SOIL DATA


(90 kPa)


Qalltot Qall 1.33








5. LOADING



Moment : M 0kg m


Footing : Wf p L B Tf c Wf p 1.176 103

kg




Due to Overturning


Due to Sliding


FSPt

H FS 5.268

Status "Sfs OK"

Document No. Rev.


SOIL STRESS :


Wz1

6

B L2

Wz 457.333 L

QultPt

Af

Mbase


2






Moment : Ms 0kg m



SOIL STRESS :


Qultsettlement

Ptsettlement

Af

Mbasesettlement


2

L 1.4 m L

B1

B 1.4 m




Document No. Rev.

9. CHECK OF SHEAR

TWO WAY SHEAR :

Cl

Cb

L

B

d/2


bo 1.7 m d 0.175 m


As 1.779 m2

Qult 8.376 tonne m2


VpnVpu

0.85 Vpn 17.534 tonne



DIRECT SHEAR :

L

ay

d

d Tf

Cl



m


VnVu

0.85 Vn 3.942 tonne




Document No. Rev.





As 0.298 m2


Vpu Qult As*

Vpu 2.492 tonne

VpnVpu

0.85

*Vpn 2.931 tonne


Vpc 52.768 tonne




Qu

Soil Reaction







SOIL STRESS :


Wz1

6

B L2

*

Wz 457.333 L

Qult2Pt2

Af

Mbase2

Wz


Document No. Rev.

- Ultimate moment :


m

Mult 0.5 1.5 q ay2


RnMult

0.9 b d2

Rn 65.217tonne

m2


bottom0.85 fc

fy1 1

2 Rn

0.85 fc

bottom 0.0016613





Try : D 1.3 cm*



Asteelbottom

4Di


2





reqtop 0.0018




Asteeltop

4Di


2




--------------- end ------------------

Document No. Rev.

Calculation For Footing Type 2A

1. LAYOUT


Tf

Z

X

Cl

Cb

L

B

Mz

Mx

L

D

Df

Mx

P

H

Cl

2. DIM ENSION

FOOTING :

L 1.4m*

B 1.4m

Tf 0.25m

d Tf 75.mm d 0.175 m




Df 0.35 m

COLUMN :

Cb 0.3m

Cl 0.3 m




fc 280 kg cm2



Document No. Rev.

4. SOIL DATA


(90 kPa)


Qalltot Qall 1.33









5. LOADING



Moment : M 0kg m


Footing : Wf p L B Tf c Wf p 1.176 103

kg




Due to Overturning


Due to Sliding


FSPt

H FS 5.264

Status "Sfs OK"

Document No. Rev.


SOIL STRESS :


Wz1

6

B L2

Wz 457.333 L

QultPt

Af

Mbase


2






Moment : Ms 0kg m



SOIL STRESS :


Qultsettlement

Ptsettlement

Af

Mbasesettlement


2

L 1.4 m L

B1

B 1.4 m


Permissible total settle

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