Summary

Page 1

Calculation Sheet

ofFoundation

Project Na. : BATAM15

Project No. : BATAM15

Client : Tower Bersama .....

SUMMARY REPORT FOR FOUNDATION DESIGN

Project Information

Project Name 140747104

Structure Name HALTE JPO

1. CHECK OF STABILITY

1.1 Check of Sliding Force (Uni-Axial)

Ft.Name # L/C X - Fs Y - Fs Allowable Result

F13 1 1.595 1.554 1.5

1.2 Check of Overturning Moment

Ft.Name # L/C X - OVM Y - OVM Allowable Result

F13 1 48.82 8.59 1.5

1.3 Check of Bearing Pressure (Uni-Axial)

Ft.Name # L/C Allowable Result

F13 1 1.93 2.46 4

2. DESIGN OF FOOTING

2.1 Check of Reinforcement(Unit : cm

2)

Ft.Name Sec.Nam # L/C Result

F13S1 (X) 2 16.20 / 16.20 20.27 / 20.27

S1 (Y) 2 27.00 / 27.00 32.94 / 32.94

2.2 Check of One Way Shear (Unit : tonf)

Ft.Name Sec.Nam # L/C Result

F13S1 (X) 2 64.87 1.19

S1 (Y) 2 105.59 8.15

2.3 Check of Two Way Shear (Unit : tonf)

Ft.Name # L/C Ct. Pr.Name Result

F13 2 1 180.529 2.133

Method 1 - ACI318(MKS) 14-Dec-14

Copyright (c) GS E&C. All Rights Reserved

OK / OK

OK / OK

X - Qu(tonf/m2) Y - Qu(tonf/m

2)

OK / OK

Req.As top / bottom Used.As top / bottom

OK / OK

OK / OK

VufVc

OK

OK

VufVc

OK

Page 2

Calculation Sheet

ofFoundation




CONTENTS

1. GENERAL

1.1 CODE & STANDARD

1.2 MATERIALS & UNIT WEIGHT

1.3 SUBSOIL CONDITION & SAFETY FACTORS

1.4 LOAD COMBINATION

2. DRAWING

2.1 LOCATION PLAN & DETAIL SKETCH

3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

3.2 PIER DATA

3.3 LOAD CASE



4.1 CHECK OF SLIDING

4.2 CHECK OF OVERTURNING MOMENT

4.3 CHECK OF CONTACT PRESSURE


5.1 DESIGN MOMENT AND SHEAR FORCE

5.2 REQUIRED REINFORCEMENT



Page 3

Calculation Sheet

ofFoundation




1. GENERAL

1.1 CODE & STANDARD

Items Description

Design Code American Concrete Institute (ACI 318) [Metric]

Horizontal Force for Wind UNIFORM BUILDING CODE (UBC-1997)

Horizontal Force for Seismic UNIFORM BUILDING CODE [UBC-1997]

Unit System Input : MKS, Output : MKS, Calculation Unit : IMPERIAL

1.2 MATERIALS & UNIT WEIGHT

Items Value

Concrete (f'c : compressive strength)

Lean Concrete (Lf'c : compressive strength)

Rs (Soil unit weight)

Rc (Concrete unit weight)

Es (Steel Modulus of Elasticity)

Ec (Concrete Modulus of Elasticity)

- Soil Capacity

Items Value

Soil Name Purworejo Barat

Footing List F13

Qa (Soil Bearing Capacity)

Buoyancy Not Consider

WL (Water Label from the EL = 0) 0 mm

FD (Frost Depth from the EL = 0) 0 mm

Internal Friction Angle

Passive Soil Pressure Not Consider

Cu (Undrained cohesion)

1.3 SUBSOIL CONDITION & SAFETY FACTORS

Items Description

Allowable Increase of Soil (Wind) 0 %

Allowable Increase of Soil (Seismic) 0 %

Allowable Increase of Soil (Test) 0 %

Safety factor against overturning for OVM1(FO1) 1.5

Safety factor against sliding for the SL1(FS1) 1.5

0.35



Reinforcement (D10 ~ D16 , yield strength)

Reinforcement (D19 ~ , yield strength)

100.000 kgf/cm2

0.000 kgf/cm2

4000.000 kgf/cm2

2400.000 kgf/cm2

1.600 ton/m3

2.400 ton/m3

2.000 106 kgf/cm2

208908.000 kgf/cm2

Clay , 0 tonf/m2

4 tonf/m2

0

Friction factor (m)

Page 4

Calculation Sheet

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Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 TLC Tower Load Compress

Comb . ID Load Combination for stability

1 1.0 SW + 1.0 TLC

Comb . ID Load Combination for Reinforcement

2 1.0 SW + 1.0 TLC



2. DRAWING REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

140747104 PROJECT

FOUNDATION LOCATION PLAN

HALTE JPO

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

140747104

MICROFILM NO.

F13

1 2 3

A01

01

Z X

Y

Method 1 - ACI318(MKS) 14-Dec-14 Page 5


OUTPUT UNIT : mm



REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

140747104 PROJECT

FOUNDATION DETAIL FOR

F13

SQ

UA

D C

HE

CK


SCALE

AS SHOWN

JOB NO.

140747104

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD

1 2 3

LC FOOTINGLC

FO

OT

ING

10001500x2

100015

00x2

500030

00

FOUNDATION PLAN



REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

140747104 PROJECT

FOUNDATION DETAIL FOR

F13

SQ

UA

D C

HE

CK


SCALE

AS SHOWN

JOB NO.

140747104

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD

LC FOOTING

D13@200

D13

@20

0

50 TY

P.

D13@200

D13

@20

0

TOP BOTTOM

REINFORCEMENT PLAN



OUTPUT UNIT : mm

1 2 3 600

CRUSHED STONE 100 THK

LEAN CONC. 50 THK

1 2 3

300

ELEVATION S1 - X



F13 Item No.

1

50TYP.

D10

28-D13

500

500

837.5

837.

5

30 G

R.

500

75

100

D10

@20

010

0

D13

75 P

R.

2

50TYP.

D10

28-D13

500

500

837.5

837.

5

30 G

R.

500

75

100

D10

@20

010

0

D13

75 P

R.

3

50TYP.

D10

28-D13

500

500

837.5

837.

5

30 G

R.

500

75

100

D10

@20

010

0

D13

75 P

R.



Page 11

Calculation Sheet

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3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

500 500

1

500 500

2

500 500

3

5000

3000

The Origin coordinate

The Center of gravity (0,0) mm

600

500

300

( mm ) Ft. Name F13

Ft. Type

Area

Ft. Thickness 600.00 mm

Ft. Volume

Ft. Weight 21.600 tonf

Soil Height 300.00 mm

Soil Volume

Soil Weight 6.840 tonf

Buoyancy Not Consider

Self Weight (except Pr.SW) 28.440 tonf

Section Data

( mm ) Ft.Name Direction Ft. Volume Soil Volume Pier Wt

F13 All Direct

Sec.Name Section Area Ft. Weight Soil Weight Total Weight

S1

3.2 PIER DATAOff X , Off Y is offset position from the Center of the footing

If Pier Shape is Circle or Circle wall, Pl is a Diameter. and Pw is a Inner Diameter

Area is pier concrete area

Weight is pier and inner soil weight in case circle wall except Tank1 Type(Circle Ring Footing Shape)

Unit( Length : mm , Weight : tonf , Area : m2 )

Ft.Name Pr.Name Shape Pl Pw Ph Area Weight Off X Off Y

F13

1 Rectangle 500.000 500.000 500.000 0.300 -1500.000 0.000

2 Rectangle 500.000 500.000 500.000 0.300 0.000 0.000

3 Rectangle 500.000 500.000 500.000 0.300 1500.000 0.000

3.3 LOAD CASE

Input the point loads in the global coordinate system direction. Positive directions of moments (shown in the sketch) are based on the right hand rule.

Fx

FyFz

Mx

My

Mz



MAT

15.000 m2

9.000 m3

4.275 m3

15.000 m2

9.000 m3

21.600 tonf

4.275 m3

6.840 tonf

0.900 tonf

29.340 tonf

0.250

0.250

0.250

Page 12

Calculation Sheet

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Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 TLC Tower Load Compress

Unit( tonf , tonf-m )

Ft.Name Pr.Name Load Case Fx Fy Fz Mx My

F13

11 0 0 -0.3 0 0

2 2 -2.16 -2 2 2

21 0 0 -0.3 0 0

2 2 -2 2 -2 -2

31 0 0 -0.3 0 0

2 2 -2 2 -2 -2

Footing SW 0.000 0.000 -28.440 0.000 0.000


In Pier Top

without Self Weight

In Footing Bottom

with Pier Self Weight,

But without Footing Self Weight,

In Footing Bottom Center

with Pier & Footing Self Weight & Soil Weight,

Case PileType

in centroid of Pile Group

Case NonPileType

in centroid of Footing

3.4.1 Load Combination in Pier Top (Without SW)Unit( tonf , tonf-m )

Ft.Name Pr.Name L.Comb.

11 2.000 -2.157 -2.000 2.000 2.000

2 2.000 -2.157 -2.000 2.000 2.000

21 2.000 -2.000 2.000 -2.000 -2.000

2 2.000 -2.000 2.000 -2.000 -2.000

31 2.000 -2.000 2.000 -2.000 -2.000

2 2.000 -2.000 2.000 -2.000 -2.000

3.4.2 Load Combination in Footing Bottom (With Pier SW)Unit( tonf , tonf-m )

Ft.Name Pr.Name L.Comb.

11 2.000 -2.157 -2.300 4.373 4.200

2 2.000 -2.157 -2.300 4.373 4.200

21 2.000 -2.000 1.700 0.200 0.200

2 2.000 -2.000 1.700 0.200 0.200

31 2.000 -2.000 1.700 0.200 0.200

2 2.000 -2.000 1.700 0.200 0.200



SFx SFy SFz SMx SMy

F13

SFx SFy SFz SMx SMy

F13

Page 13

Calculation Sheet

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3.4.3 Load Combination in Footing Bottom Center (With Pier & Footing SW)

Load Combination of Elastic Condition

- C.G. of Load is coordinate from left bottom. Unit : mm Unit( tonf , tonf-m )

Ft.Name L.Comb. C.G. of Loads

1 6.000 -6.157 -27.340 4.773 -1.400 2280.5 , 1500.0

Load Combination of Ultimate Condition

- C.G. of Load is coordinate from left bottom. Unit : mm Unit( tonf , tonf-m )

Ft.Name Sec.Na L.Comb. C.G. of Loads

S1 2 6.000 -6.157 -27.340 4.773 -1.400 2280.5 , 1500.0



SFx SFy SFz SMx SMy

F13

SFx SFy SFz SMx SMy

F13

Page 14

Calculation Sheet

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4.1 CHECK OF SLIDING

Formula : ( mSFz + P.F

SFx or

mSFz + P.F

SFy ) > Fs -> OK (Uni-Axial)

P.F = Passive Force (apply only in case checked passive force, mark by P ) Unit ( tonf )

Ft.Name Dir. L.Comb. Fs(i) Result

F13X 1 1.5

Y 1 1.5

4.2 CHECK OF OVERTURNING MOMENTFormula : (SMry / SMoy or SMrx / SMox) > OVM(i) -> OK Unit ( tonf-m )

Ft.Name Dir. L.Comb. OVM(i) Result

F13X 1 1.5 OK

Y 1 1.5 OK

4.3 CHECK OF CONTACT PRESSURE

4.3.1 Contact Pressure Formula

'Handbook CONCRETE ENGINEERING' Second Edition edited by Mark Fintel

q1,q2 = SFz

Af

SMy X(i)

Iy or

SMx Y(i)

Ix

if q1 or q2 < 0 , than q1 and q2 will be recalculated

by following formula

Px = L

0 q(x) width(x) X dx

L

0 q(x) width(x) dx

P = L

0 q(x) width(x) dx

4.3.2 Input Data

Ft.Name

F13



( mSFz + P.F) / SFx or ( mSFz + H.P.F) / SFy

0.35 27.34 / 6 = 1.59 OK

0.35 27.34 / 6.16 = 1.55 OK

SMry / SMoy = OVM or SMrx / SMox = OVM

-68.35 / -1.4 = 48.82

-41.01 / -4.77 = 8.59

Af (m2 ) Fl (m ) Fw (m ) Ix (m

4 ) Iy (m

4 )

15.000 5.000 3.000 11.2500 31.2500

Page 15

Calculation Sheet

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4.3.3 Pressure Check

- Qa = Soil bearing capacity

- Uc = Uplift Allowable capacity

- X-Direction (Uni-Axial) Unit( tonf , tonf-m , tonf/m2 )

Ft.Name L.Comb. q1 q2 ci cj Qmax Qa Cont.A.R Result

F13 1

- Y-Direction (Uni-Axial) Unit( tonf , tonf-m , tonf/m2 )

Ft.Name L.Comb. q1 q2 ci cj Qmax Qa Cont.A.R Result

F13 1



1.935 1.711 0.000 5.000 1.9 100 % OK4.0(gross)

2.459 1.186 0.000 3.000 2.5 100 % OK4.0(gross)

Page 16

Calculation Sheet

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5.1 DESIGN MOMENT AND SHEAR FORCEFooting design is in accordance with unltimate strength method at footing bottom.

Calculated total pier load as

SQ = SFz - Self Weight Factor (Soil Weight + Footing Weight)

Ft.Name : Footing Name , Sec.Name : Strip Name for Footing Reinforcement Design

Dir. : Direction , L.Comb. : Load Combination Index , Sl or Sw : Strip X or Y width

5.1.1 Data Unit( mm , tonf , tonf-m )

Ft.Name Sec.Na Dir. L.Comb. Fl or Fw Sl or Sw

F13S1 X 2 5000.00 3000.00 27.340 -1.40 -1.100

S1 Y 2 3000.00 5000.00 27.340 4.773 -1.100

5.1.2 Design Parameters

Yield Strength - D10 ~ D16 : fy1 , D19 ~ : fy2

f_cl : Clear Cover for edge of footing reinforcement

f_clt : Clear Cover for top of footing reinforcement

f_clb : Clear Cover for bottom of footing reinforcement

Loc. : Location of Critical Point from left side of footing

Unit(kgf/cm2,mm)

f'c fy1 fy2 f_cl f_clt f_clb

0.8 0.75 100.00 4000.00 2400.00 50.0 50.0

5.2 REQUIRED REINFORCEMENT

5.2.1 Reinforcement Formula

- Shrinkage and temperature reinforcement ---- ACI CODE 7.12.2

As = fac b h , fac = following

Area of shrinkage and temperature reinforcement shall provide at least the following ratio

of reinforcement area to gross concrete area, but not less than 0.0014

(a) Slabs where Grade 40 or 50 deformed bars are used .............................................................................0.0020

(b) Slabs where Grade 60 deformed bars or welded wire reinforcement are used.........................................0.0018

(c) Slabs where reinforcement with yield stress exeeding 60,000 psi measured at a yield

strain of 0.35 percent is used ...........................................................................................................0.0018 60,000

fy

- Required Reinforcement by Analysis

As As2

- At every section of flexural members where tensile reinforcement is required

As As5 As4 ---- ACI Eq (10-3)

- The requirements of Eq (10-3) need not be applied, if every section As provided is

at least one -third greater then that required by analysis ---- ACI CODE 10.5.3

As2 = r.req b d

As3 = 1.333 r.req b d

As4 = 200

fyb d

As5 = 3 fck

fyb d

Asmax = 0.75 rb b d



SFz SM SQ

50.0

f(Flexure) f(Shear)

Page 17

Calculation Sheet

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rb = 0.85 b1 fck

fy

0.003 Es

0.003 Es + fy

Selected As = Max ( As1 , As2 , Min ( As3 , Max ( As4 , As5 ) ) )

If Selected As < Using As < Asmax , then OK!!

Note : The reinforcement is calculated bases on the maximum moment under the foundation in each direction.

But, the 'ISO' , 'OCT' , 'HEX' , 'COMB' , 'TANK1' foundations are calaulated as face pier

Where,

Rn = Mu

fbd2 , f = 0.8 , r.req =

0.85 fck

fy ( 1 - 1 -

2Rn

0.85fck )

5.2.2 Check of Footing Reinforcement

Footing Name : F13 GroupType : Mat_Foundation

- X direction (All Width)

Sec.Nam L.Comb. Using Bar (mm) Width b (m) d (cm)

S12 top 2.950 3.000 54.365 20.268

2 botom 0.750 3.000 54.365 20.268

Sec.Nam L.Comb.

S12 top 0.053 0.0000

2 bottom 0.229 0.0001

Sec.Nam L.Comb.

S12 top 16.200 0.214 0.286 57.334 32.434 132.566

2 bottom 16.200 0.935 1.246 57.334 32.434 132.566

Sec.Nam L.Comb. Result

S12 top 20.268 16.200

2 bottom 20.268 16.200

- Y direction (All Width)

Sec.Nam L.Comb. Using Bar (mm) Width b (m) d (cm)

S12 top 1.500 5.000 53.095 32.936

2 botom 1.250 5.000 53.095 32.936

Sec.Nam L.Comb.

S12 top - -

2 bottom 0.791 0.0002

Sec.Nam L.Comb.

S12 top 27.000 - - 93.324 52.794 215.781

2 bottom 27.000 5.272 7.027 93.324 52.794 215.781

Sec.Nam L.Comb. Result

S12 top 32.936 27.000

2 bottom 32.936 27.000



Loc. (m) As (cm2)

16 - D13 @ 200

16 - D13 @ 200

Mu (tonf-m) Rn r.Req

0.373

1.624

As1(cm2) As2(cm

2) As3(cm

2) As4(cm

2) As5(cm

2) Asmax(cm

2)

Select As(cm2)Using As(cm

2)

OK

OK

Loc. (m) As (cm2)

26 - D13 @ 200

26 - D13 @ 200

Mu (tonf-m) Rn r.Req

-

8.915

As1(cm2) As2(cm

2) As3(cm

2) As4(cm

2) As5(cm

2) Asmax(cm

2)

Select As(cm2)Using As(cm

2)

OK

OK

Page 18

Calculation Sheet

ofFoundation




5000

30

00

Title

Foundation name Section name Direction L/C ID

Analysis Method

SFz SMy Moment intia

Area Contact Area Critical Point Method

Critical Value

Bending Moment DiagramF13 S1 X 2

Conventional Rigid Method with reaction (Method 1)

-27.340 tonf -1.400 tonf-m 31.2500 m4

15.000 m2

15.000 m2 (100 %) Critical Max Point

Mubottom = 1.624 tonf-m , Mutop = -0.373 tonf-m

[ mm ]

0 750

1000

2500

2950

4000

5000

[Loading]

[ tonf , tonf/m ]

5.8

5.67 5.47 5.27

5.13

[B.M.D] [ tonf-m ]

-2.9

-2.2

-1.4

-0.7

0

0.7

1.4

2.2

2.9

0.12

2.88

0.05-0.11 -0.19-0.05

1.45

0.11

1.62

-0.37

[B/L.M.D] [ tonf-m / ft ]

-1

-0.7

-0.5

-0.2

0

0.2

0.5

0.7

1

0.04

0.96

0.01-0.04 -0.06-0.02

0.48

0.04

0.54

-0.12



Page 19

Calculation Sheet

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5000

30

00

Title


Analysis Method

SFz SMx Moment intia


Critical Value

Bending Moment DiagramF13 S1 Y 2


-27.340 tonf 4.773 tonf-m 11.2500 m4

15.000 m2


Mubottom = 8.915 tonf-m , Mutop = 0.002 tonf-m

[ mm ]

0 1250

1750

2980

3000

3000

[Loading]

[ tonf , tonf/m ]

12.39.64 8.58

5.93

[B.M.D] [ tonf-m ]

-8.9

-6.7

-4.5

-2.2

0

2.2

4.5

6.7

8.9

2.941.6

8.91

0

[B/L.M.D] [ tonf-m / ft ]

-1.8

-1.3

-0.9

-0.4

0

0.4

0.9

1.3

1.8

0.590.32

1.78



Page 20

Calculation Sheet

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5000

30

00

Title


Analysis Method

SFz SMy Moment intia


Critical Value

Shear Force DiagramF13 S1 X 2


-27.340 tonf -1.400 tonf-m 31.2500 m4

15.000 m2


Vu = 1.193 tonf

[ mm ]

0 206

1000

2500

4000

5000

[Loading]

[ tonf , tonf/m ]

5.8

5.67 5.47 5.27

5.13

[S.F.D] [ tonf ]

6

4.5

3

1.5

0

-1.5

-3

-4.5

-6

4.32

5.74

-2.04-1.55

1.391.86

-3.89

-1.06

1.19

[S/L.F.D] [ tonf / ft ]

2

1.5

1

0.5

0

-0.5

-1

-1.5

-2

1.44

1.91

-0.68-0.52

0.460.62

-1.3

-0.35

0.4



Page 21

Calculation Sheet

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5000

30

00

Title


Analysis Method

SFz SMx Moment intia


Critical Value

Shear Force DiagramF13 S1 Y 2


-27.340 tonf 4.773 tonf-m 11.2500 m4

15.000 m2


Vu = 8.152 tonf

[ mm ]

0 706

1250

1750

3000

3000

[Loading]

[ tonf , tonf/m ]

12.39.64 8.58

5.93

[S.F.D] [ tonf ]

13.7

10.3

6.9

3.4

0

-3.4

-6.9

-10.3

-13.7

13.71

-4.72

8.15

[S/L.F.D] [ tonf / ft ]

2.7

2.1

1.4

0.7

0

-0.7

-1.4

-2.1

-2.7

2.74

-0.94

1.63



Page 1

Calculation Sheet

ofFoundation




CONTENTS

1. INPUT DATA

1.1 GENERAL

1.2 PIER DATA

1.3 LOADING DATA

2. CANTIL BEAM DESIGN

2.1 FORMULA

2.2 CANTIL BEAM DESIGN

3. TENSION DESIGN

3.1 FORMULA

3.2 TENSION DESIGN

4. PM DIAGRAM

4.1 FORMULA

4.2 PM DIAGRAM & ANALYSIS

4.3 ANALYSIS & RESULT

4.4 DETAIL PM DIAGRAM

5. ONE-WAY SHEAR

5.1 FORMULA

5.2 ONE-WAY SHEAR



Page 2

Calculation Sheet

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1. INPUT DATA

1.1 General

Design Code American Concrete Institute (ACI 318) [Metric]

Input Unit MKS Output Unit MKS

0.8 0.8 0.7 0.7 0.75

f'c Ec Es Steel Db Cover

50 mm

1.2 Pier Data

500

500

50Pier Name 1 Ver Bar

Pier Shape Rectangle Tie Bar

Width 500 mm f'c

Length 500 mm fy

Height 500 mm Using As

dx 434.12 mm dy 434.12 mm

Main Bar

Bar Check

500

500



Width 500 mm f'c

Length 500 mm fy


dx 434.12 mm dy 434.12 mm

Main Bar

Bar Check

500

500



Width 500 mm f'c

Length 500 mm fy


dx 434.12 mm dy 434.12 mm

Main Bar

Bar Check



f Bending f Axial f Sprial reinf. f Tied reinf. f Shear

fy (D10 ~ D16) fy (D19 ~)

100 kgf/cm2

4000 kgf/cm2

2400 kgf/cm2

208908 kgf/cm2

2000000 kgf/cm2

KS D3504 (D)

D10 @ 200 mm

D13, 8 8 EA

100 kgf/cm2

4000 kgf/cm2

35.47 cm2

8-8-28 , Area = 35.47cm2 , Amin (1%) = 25cm

2 , Amax (8%) = 200cm

2

Reinforcrment Area is OK

D10 @ 200 mm

D13, 8 8 EA

100 kgf/cm2

4000 kgf/cm2

35.47 cm2

8-8-28 , Area = 35.47cm2 , Amin (1%) = 25cm

2 , Amax (8%) = 200cm

2


D10 @ 200 mm

D13, 8 8 EA

100 kgf/cm2

4000 kgf/cm2

35.47 cm2

8-8-28 , Area = 35.47cm2 , Amin (1%) = 25cm

2 , Amax (8%) = 200cm

2


Page 3

Calculation Sheet

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1.3 Loading Data

1.3.1 Load Case Unit( tonf , tonf-m )

Pier Name Name Fx Fy Fz Mx My

1SW 0 0 -0.3 0 0

TLC 2 -2.157 -2 2 2

2SW 0 0 -0.3 0 0

TLC 2 -2 2 -2 -2

3SW 0 0 -0.3 0 0

TLC 2 -2 2 -2 -2

1.3.2 Load Combination List

Comb . ID Load Combination for Reinforcement

2 1.0 SW + 1.0 TLC

1.3.3 In Pier Top Unit( tonf , tonf-m )

P. Name LC#

1 2 2 -2.157 -2 2 2

2 2 2 -2 2 -2 -2

3 2 2 -2 2 -2 -2

1.3.4 In Pier Bottom Unit( tonf , tonf-m )

P. Name LC#

1 2 2 -2.157 -2.3 1.784 1.8

2 2 2 -2 1.7 -2.2 -2.2

3 2 2 -2 1.7 -2.2 -2.2



SFx SFy SFz SMx SMy

SFx SFy SFz SMx SMy

Page 4

Calculation Sheet

ofFoundation




2. CANTIL BEAM DESIGN

2.1 FORMULA- Shrinkage and temperature reinforcement ---- ACI CODE 7.12.2

As = fac b h , fac = following

Area of shrinkage and temperature reinforcement shall provide at least the following ratio

of reinforcement area to gross concrete area, but not less than 0.0014

(a) Slabs where Grade 40 or 50 deformed bars are used .............................................................................0.0020

(b) Slabs where Grade 60 deformed bars or welded wire reinforcement are used.........................................0.0018

(c) Slabs where reinforcement with yield stress exeeding 60,000 psi measured at a yield

strain of 0.35 percent is used ...........................................................................................................0.0018 60,000

fy

- Required Reinforcement by Analysis

As As2

- At every section of flexural members where tensile reinforcement is required

As As5 As4 ---- ACI Eq (10-3)

- The requirements of Eq (10-3) need not be applied, if every section As provided is

at least one -third greater then that required by analysis ---- ACI CODE 10.5.3

As2 = r.req b d

As3 = 1.333 r.req b d

As4 = 200

fyb d

As5 = 3 fck

fyb d

Asmax = 0.75 rb b d

rb = 0.85 b1 fck

fy

0.003 Es

0.003 Es + fy

Selected As = Max ( As1 , As2 , Min ( As3 , Max ( As4 , As5 ) ) )

If Selected As < Using As < Asmax , then OK!!

Note : The reinforcement is calculated bases on the maximum moment under the foundation in each direction.

But, the 'ISO' , 'OCT' , 'HEX' , 'COMB' , 'TANK1' foundations are calaulated as face pier

Where,

Rn = Mu

fbd2 , f = 0.8 , r.req =

0.85 fck

fy ( 1 - 1 -

2Rn

0.85fck )

2.2 CANTIL BEAM DESIGNUnit( cm )

P.Name bx by dx dy

1 50 50 43.412 43.412

2 50 50 43.412 43.412

3 50 50 43.412 43.412

Unit(cm2)

P.Name Pier As Using As (All) Result

1 35.47 4.5 35.47

2 35.47 4.5 35.47

3 35.47 4.5 35.47

Unit(cm2)

P.Nam Dir LC# UsingAs

1X 2 10.13 1.31 1.75 7.63 4.32 1.75

Y 2 10.13 1.3 1.74 7.63 4.32 1.74

2 X 2 10.13 1.61 2.15 7.63 4.32 2.15



temp. As (As1)

OK

OK

OK

As2 As3 As4 As5 AsSelect Result

OK

OK

OK

Page 5

Calculation Sheet

ofFoundation




Y 2 10.13 1.61 2.15 7.63 4.32 2.15

3X 2 10.13 1.61 2.15 7.63 4.32 2.15

Y 2 10.13 1.61 2.15 7.63 4.32 2.15

3. TENSION DESIGN

3.1 FORMULAD1

D2

t

-For rectangular shape

A = 2(D1+D2) t = Nb As

t = A / (2 * (D1 + D2))

Ix = (D1 + t) * (D2 + t)

3

12 -

(D1 - t) * (D2 - t)3

12

Iy = (D2 + t) * (D1 + t)

3

12 -

(D2 - t) * (D1 - t)3

12

Tux = ( -S Fz

A +

Mux (D2 / 2)

Ix ) As

Tuy = ( -S Fz

A +

Muy (D1 / 2)

Iy ) As

Tu = Max(Tux, Tuy)

Req.As = Tu

f fy , f = 0.8

Dia

-For circular or octagonal shape

Tu = As fs = 4 SMu

Nb Dia -

S Fz

Nb

If Tu is negative that means Tu is in compression. That Case is N/A!!

Req.As = Tu

f fy , f = 0.8

Nb = number of bars

Dia = Diameter of Rebar arrangement

SFz = vertical load + Pier self weight

3.2 TENSION DESIGNUnit(mm , tonf,cm

2)

P. Name LC# Dia (D1/D2) Tu UsingAs/EA Req.As/EA Result

1 2 368.24 / 368.24 0.44 1.27 0.14

2 2 368.24 / 368.24 0.7 1.27 0.22

3 2 368.24 / 368.24 0.7 1.27 0.22



OK

OK

OK

OK

OK

OK

Page 6

Calculation Sheet

ofFoundation




4. PM DIAGRAM

4.1 FORMULA

1) Maximum Axial Load Strength

- Po = 0.85 f'c (Ag-Ast) + S fy Ast

- Pnmax = f1 Po ( f1 = Axial Strenth Resuction Factiors)

- Mnmax = The Value of diagram, When P is Pn.

- Pumax = f2 Pnmax

f2 = Sprial or Tied Reinforcement Reduction Factor

2) Balanced Strain Condition

A balanced Strain condition exists at a cross-setion

when the maximum strain at the extreme

compression fiber just reaches eu = 0.003 simultaneously

with the first yield strain of es = fy/Es in the tension reinforcement.

The ratio of neutral axis depth cb is shown below

Cb

d =

eu

eu + ey

eu = 0.003

fc = 0.85 fck

3) Strength for Combined Flexure and Axial Load

Maximum usable strain at extreme

concrete compression fiber shall

be assumed equal to eu = 0.003

if c that is neutral axis is supposed,

Pn and Mn can be calculated as below

fPn = f0.85 fck ( Acomp - S(1 to 11) Ast ) + S(1 to 28) fs Ast

fMn = f0.85 fck ( Acomp - S(1 to 11) Ast ) ( h/2 - c + yc )

+ S(1 to 28) fs Ast ( h/2 - c + ys )

fs(i) = e(i) Es , - fy fs(i) fy

Sprial or Tied Reinforcement Reduction Factor f = 0.9 - 0.2 Pn

Pa 0.9

Pa = 0.1 fck Ag

Acomp is Area from top to a (b1c)

b1c = 0.85 - 0.05 ( fck - 4000 ) / 1000 0.65 (psi)

4) Slenderness Effects

dns = Cm

1-Pu/0.75Pc 1 Pc =

p2EI

(klu)2 EI =

0.2EcIg + EsIse

1+bd

5) Shear

fVc = f 2 f'c bw d , fVs = f fy Av d

s (psi)

fVsmax = f 8 f'c bw d (psi)

fVn = fVc + fVs



Page 7

Calculation Sheet

ofFoundation




4.2 PM DIAGRAM & ANALYSIS

4.2.1 Pier Name : 1

(tonf , tonf-m )

-150

-100

-50

0

50

100

150

200

250

300

350

10 20 30 40

P

Mx

Pnmax

fPnmax

Balanced

Axis X - Axis (All comb.)

Po 351.358 tonf

281.086 tonf / 196.760 tonf

12.75 tonf-m / 8.92 tonf-m

97.732 tonf / 68.412 tonf

30.85 tonf-m / 21.6 tonf-m

c(Balanced) 260.47 mm

emin 30.24 mm

klu / rx 6.67

Slender Neglect

(tonf , tonf-m )

-150

-100

-50

0

50

100

150

200

250

300

350

10 20 30 40

P

My

Pnmax

fPnmax

Balanced

Axis Y - Axis (All comb.)

Po 351.358 tonf

281.086 tonf / 196.760 tonf

12.75 tonf-m / 8.92 tonf-m

97.732 tonf / 68.412 tonf

30.85 tonf-m / 21.6 tonf-m


emin 30.24 mm

klu / rx 6.67

Slender Neglect



Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Page 8

Calculation Sheet

ofFoundation




4.2.2 Pier Name : 2

(tonf , tonf-m )

-150

-100

-50

0

50

100

150

200

250

300

350

10 20 30 40

P

Mx

Pnmax

fPnmax

Balanced


Po 351.358 tonf

281.086 tonf / 196.760 tonf

12.75 tonf-m / 8.92 tonf-m

97.732 tonf / 68.412 tonf

30.85 tonf-m / 21.6 tonf-m


emin 30.24 mm

klu / rx 6.67

Slender Neglect

(tonf , tonf-m )

-150

-100

-50

0

50

100

150

200

250

300

350

10 20 30 40

P

My

Pnmax

fPnmax

Balanced


Po 351.358 tonf

281.086 tonf / 196.760 tonf

12.75 tonf-m / 8.92 tonf-m

97.732 tonf / 68.412 tonf

30.85 tonf-m / 21.6 tonf-m


emin 30.24 mm

klu / rx 6.67

Slender Neglect

4.2.3 Pier Name : 3

(tonf , tonf-m )

-150

-100

-50

0

50

100

150

200

250

300

350

10 20 30 40

P

Mx

Pnmax

fPnmax

Balanced


Po 351.358 tonf

281.086 tonf / 196.760 tonf

12.75 tonf-m / 8.92 tonf-m

97.732 tonf / 68.412 tonf

30.85 tonf-m / 21.6 tonf-m


emin 30.24 mm

klu / rx 6.67

Slender Neglect



Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Page 9

Calculation Sheet

ofFoundation




(tonf , tonf-m )

-150

-100

-50

0

50

100

150

200

250

300

350

10 20 30 40

P

My

Pnmax

fPnmax

Balanced


Po 351.358 tonf

281.086 tonf / 196.760 tonf

12.75 tonf-m / 8.92 tonf-m

97.732 tonf / 68.412 tonf

30.85 tonf-m / 21.6 tonf-m


emin 30.24 mm

klu / rx 6.67

Slender Neglect

4.3 ANALYSIS & RESULT

4.3.1 Moment Check unit (tonf-m )

Pier L/C# Result

1 2 1 1 1.78 1.8 12.69 12.69

2 2 1 1 2.2 2.2 12.78 12.78

3 2 1 1 2.2 2.2 12.78 12.78

4.3.2 Force Check unit (tonf )

Pier L/C# Result

1 2 -110.89 196.76 2.3

2 2 -113.5 196.76 -1.7

3 2 -113.5 196.76 -1.7

4.4 DETAIL PM DIAGRAM

Pier Name : 1 , L/C= 2 , Axis Angle : 45 degree

(tonf , tonf-m )

-150

-100

-50

0

50

100

150

200

250

300

350

5 10 15 20 25 30

P

M

Pnmax

fPnmax

Balanced

(P=2,Mu=3,Mn=18)

25

25

10

10

0

0

-10

-10

-25

-25

My

Mx

(tonf-m )

(13,13)



Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

dx dy SdMux SdMuy fMnx fMny

OK

OK

OK

SFz fPs fPnmax

OK

OK

OK

Page 10

Calculation Sheet

ofFoundation





(tonf , tonf-m )

-150

-100

-50

0

50

100

150

200

250

300

350

5 10 15 20 25 30

P

M

Pnmax

fPnmax

Balanced

(P=-2,Mu=3,Mn=18)

25

25

10

10

0

0

-10

-10

-25

-25

My

Mx

(tonf-m )

(13,13)


(tonf , tonf-m )

-150

-100

-50

0

50

100

150

200

250

300

350

5 10 15 20 25 30

P

M

Pnmax

fPnmax

Balanced

(P=-2,Mu=3,Mn=18)

25

25

10

10

0

0

-10

-10

-25

-25

My

Mx

(tonf-m )

(13,13)

5. ONE-WAY SHEAR

5.1 FORMULA

ACI 318-05 CODE 11.3.1.1

- For members subject to shear and flexure only.

- Vc = 2 fck Bw d (eq 11-3)

- Vs = Av fy d

s (eq 11-15)

- Vu <= f Vc + f Vs , f = 0.75 (eq 11-1)

- When, Value of f Vs shall not exceed f 8 fck Bw d (Vs max)



Page 11

Calculation Sheet

ofFoundation




5.2 ONE-WAY SHEARUnit(tonf)

P. Name Dir. LC# Vu Result

1X 2 8.633 23.224 34.532 2

Y 2 8.633 23.224 34.532 2.157

2X 2 8.633 23.224 34.532 2

Y 2 8.633 23.224 34.532 2

3X 2 8.633 23.224 34.532 2

Y 2 8.633 23.224 34.532 2



fVc fVs fVs max

OK

OK

OK

OK

OK

OK

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