FOUNDATION CALCULATION SHEET One-Stop Solution for … · 2012. 4. 19. · FOUNDATION CALCULATION...

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. 2

PROJECT/JOB NAME Tranformer Foundation

CLIENT NAME SINGHA GREEN FOREST CO., LTD.

SITE NAME KAMPANGPET

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME Tranformer Foundation

LOAD COMBINATION GROUP

REV DATE DESCRIPTION PREP'D CHK'D APPR'D APPR'D

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

Calculation Sheetof

Foundation

Project Na. : Tranformer Foundation

Project No. : 2

Client : SINGHA GREE...

FOUNDATION LISTSGroup Name No. Description No. Description

TRANF-MATE 1 F1

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


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. CHECK OF STABILITY 4.1 CHECK OF SLIDING

4.2 CHECK OF OVERTURNING MOMENT

4.3 CHECK OF CONTACT PRESSURE

5. DESIGN OF FOOTING 5.1 DESIGN MOMENT AND SHEAR FORCE

5.2 REQUIRED REINFORCEMENT

5.3 ONE WAY SHEAR FORCE

5.4 TWO WAY SHEAR FORCE

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


1. GENERAL 1.1 CODE & STANDARD

Items Description

Design Code American Concrete Institute (ACI 318)

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 KP-Soil Bearing

Footing List F1

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) 33.33 %

Allowable Increase of Soil (Seismic) 33.33 %

Allowable Increase of Soil (Test) 20 %

Safety factor against overturning for OVM1(FO1) 1.5




Safety factor against sliding for the SL1(FS1) 1.5



21/3/2555


Reinforcement (10M ~ 16M , yield strength)

Reinforcement (19M ~ , yield strength)

280.000 kgf/cm2

240.000 kgf/cm2

4000.000 kgf/cm2

4000.000 kgf/cm2

2.000 ton/m3

2.400 ton/m3

2.040 106 kgf/cm2

252976.800 kgf/cm2

Clay , 0 tonf/m2

5 tonf/m2

0

Calculation Sheetof

Foundation


Project No. : 2



.35


Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 DL DEAD LOAD

3 SL1 SEISMIC LOAD (Empty)

Comb . ID Load Combination for Reinforcement

1 1.0 SW + 1.0 DL + 1.0 SL1

2 .75 SW + .75 DL + .75 SL1

3 1.4 SW + 1.4 DL

4 1.05 SW + 1.05 DL + 1.28 SL1

5 .9 SW + .9 DL + 1.43 SL1

21/3/2555


Friction factor ()

2. DRAWING REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

Tranformer Foundation PROJECT

FOUNDATION LOCATION PLANTranformer Foundation

SQU

AD

CH

EC

K

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

2

MICROFILM NO.

F1

1

2

A01

01

Z X

Y

21/3/2555 Page 5


2.2 DETAIL SKETCH

OUTPUT UNIT : mm

21/3/2555 Page 6


REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm


FOUNDATION DETAIL FORF1

SQU

AD

CH

EC

K


SCALE

AS SHOWN

JOB NO.

2

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD

1 2

LC FOOTING

LC

FOO

TIN

G

32756934

3791

3822

.5x214000

7645

FOUNDATION PLAN

21/3/2555 Page 7


REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm


FOUNDATION DETAIL FORF1

SQU

AD

CH

EC

K


SCALE

AS SHOWN

JOB NO.

2

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD

LC FOOTING

10M@200

10M

@20

0

5 TY

P.

10M@200

19M

@20

0

TOP BOTTOM

REINFORCEMENT PLAN

21/3/2555 Page 8


Calculation Sheetof

Foundation


Project No. : 2


3. FOUNDATION DATA 3.1 FOOTING AND SECTION DATA

2600 3600

1

4500 4600

2

14000

7645

The Origin coordinate

The Center of gravity (0,0) mm

300

300

( mm ) Ft. Name F1

Ft. Type

Area

Ft. Thickness 300.00 mm

Ft. Volume

Ft. Weight 77.062 tonf

Soil Height 0.00 mm

Soil Volume

Soil Weight 0.000 tonf

Buoyancy Not Consider

Self Weight (except Pr.SW) 77.062 tonf

Section Data

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

F1 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

F11 Rectangle 2600.000 3600.000 300.000 6.739 -3725.000 0.000

2 Rectangle 4500.000 4600.000 300.000 14.904 3209.000 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

MyMz

21/3/2555


IRREGULAR

107.030 m2

32.109 m3

0.000 m3

107.030 m2

32.109 m3

77.062 tonf

0.000 m3

0.000 tonf

21.643 tonf

98.705 tonf

9.360

20.700

Calculation Sheetof

Foundation


Project No. : 2


Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 DL DEAD LOAD

3 SL1 SEISMIC LOAD (Empty)

Unit( tonf , tonf-m )

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

F1

1

1 0 0 -6.74 0 0

2 0 0 -29.5 0 0

3 0 16.3 0 0 0

2

1 0 0 -14.9 0 0

2 0 0 42.5 0 0

3 0 19.19 0 0 0

Footing SW 0.000 0.000 -77.062 0.000 0.000


In Pier Top

without Self Weight

In Footing Bottom

with Pier Self Weight,

But without Footing Self Weight,

(Frame Analysis)

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.

1

1 0.000 16.300 -29.500 0.000 0.000

2 0.000 12.225 -22.125 0.000 0.000

3 0.000 0.000 -41.300 0.000 0.000

4 0.000 20.864 -30.975 0.000 0.000

5 0.000 23.309 -26.550 0.000 0.000

2

1 0.000 19.190 42.500 0.000 0.000

2 0.000 14.392 31.875 0.000 0.000

3 0.000 0.000 59.500 0.000 0.000

4 0.000 24.563 44.625 0.000 0.000

5 0.000 27.442 38.250 0.000 0.000

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

Ft.Name Pr.Name L.Comb.

1

1 0.000 16.300 -36.239 -4.890 0.000

2 0.000 12.225 -27.179 -3.668 0.000

3 0.000 0.000 -50.735 0.000 0.000

4 0.000 20.864 -38.051 -6.259 0.000

5 0.000 23.309 -32.615 -6.993 0.000

21 0.000 19.190 27.596 -5.757 0.000

2 0.000 14.392 20.697 -4.318 0.000

21/3/2555


Fx Fy Fz Mx My

F1

Fx Fy Fz Mx MyF1

Calculation Sheetof

Foundation


Project No. : 2


3 0.000 0.000 38.634 0.000 0.000

4 0.000 24.563 28.976 -7.369 0.000

5 0.000 27.442 24.836 -8.233 0.000

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

Load Combination of Elastic Condition

There is no Load Combination

Load Combination of Ultimate Condition

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

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

S1

1 0.000 35.490 -85.705 -10.647 -223.547 4391.7 , 3822.5

2 0.000 26.618 -64.279 -7.985 -167.660 4993.2 , 3822.5

3 0.000 0.000 -119.987 0.000 -312.965 3489.9 , 3822.5

4 0.000 45.427 -89.990 -13.628 -234.724 4275.0 , 3822.5

5 0.000 50.751 -77.134 -15.225 -201.192 4628.6 , 3822.5

21/3/2555


Fx Fy Fz Mx My

F1

Calculation Sheetof

Foundation


Project No. : 2


4. CHECK OF STABILITYThere is no Static LoadCombination

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


5. DESIGN OF FOOTING 5.1 DESIGN MOMENT AND SHEAR FORCE

Footing design is in accordance with unltimate strength method at footing bottom.

Calculated total pier load as

Q = Fz - 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.Nam Dir. L.Comb. Fl or Fw Sl or Sw

F1

S1 X

1 14000.00 7645.00 85.705 -223.55 8.643

2 14000.00 7645.00 64.279 -167.66 6.482

3 14000.00 7645.00 119.987 -312.97 12.100

4 14000.00 7645.00 89.990 -234.72 9.075

5 14000.00 7645.00 77.134 -201.19 7.779

S1 Y

1 7645.00 14000.00 85.705 -10.647 8.643

2 7645.00 14000.00 64.279 -7.985 6.482

3 7645.00 14000.00 119.987 0.000 12.100

4 7645.00 14000.00 89.990 -13.628 9.075

5 7645.00 14000.00 77.134 -15.225 7.779

5.1.2 Design Parameters

Yield Strength - 10M ~ 16M : fy1 , 19M ~ : 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

.85 .8 280.00 4000.00 4000.00 5.0 5.0

21/3/2555


Fz M Q

5.0

(Flexure) (Shear)

Calculation Sheetof

Foundation


Project No. : 2


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 = .req b d

As3 = 1.333 .req b d

As4 = 200fy

b d

As5 = 3 fck

fyb d

Asmax = 0.75 b b d

b = 0.85 1 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

bd2 , = .85 , .req = 0.85 fck

fy ( 1 - 1 -

2Rn0.85fck

)

5.2.2 Check of Footing Reinforcement

Footing Name : F1 GroupType : Mat_Foundation

- X direction (All Width)

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

S1

1 top 7.895 7.645 29.000 31.416

1 botom 3.275 7.645 28.550 113.411

2 top 7.895 7.645 29.000 31.416

2 botom 3.275 7.645 28.550 113.411

3 top 7.895 7.645 29.000 31.416

3 botom 3.275 7.645 28.550 113.411

4 top 7.895 7.645 29.000 31.416

4 botom 3.275 7.645 28.550 113.411

5 top 7.895 7.645 29.000 31.416

5 botom 3.275 7.645 28.550 113.411

21/3/2555


Loc. (m) As (cm2)

40 - 10M @ 200

40 - 19M @ 200

40 - 10M @ 200

40 - 19M @ 200

40 - 10M @ 200

40 - 19M @ 200

40 - 10M @ 200

40 - 19M @ 200

40 - 10M @ 200

40 - 19M @ 200

Calculation Sheetof

Foundation


Project No. : 2


Sec.Name L.Comb.

S1

1 top 1.411 0.0004

1 bottom 12.082 0.0031

2 top 1.058 0.0003

2 bottom 9.062 0.0023

3 top 1.975 0.0005

3 bottom 16.915 0.0044

4 top 1.482 0.0004

4 bottom 12.686 0.0033

5 top 1.270 0.0003

5 bottom 10.874 0.0028

Sec.Name L.Comb.

S1

1 top 20.642 7.843 10.455 77.937 73.776 508.562

1 bottom 20.642 67.691 90.232 76.728 72.631 500.670

2 top 20.642 5.878 7.836 77.937 73.776 508.562

2 bottom 20.642 50.428 67.220 76.728 72.631 500.670

3 top 20.642 10.994 14.655 77.937 73.776 508.562

3 bottom 20.642 95.837 127.751 76.728 72.631 500.670

4 top 20.642 8.238 10.981 77.937 73.776 508.562

4 bottom 20.642 71.176 94.877 76.728 72.631 500.670

5 top 20.642 7.057 9.406 77.937 73.776 508.562

5 bottom 20.642 60.756 80.987 76.728 72.631 500.670

Sec.Name L.Comb. Result

S1

1 top 31.416 20.642

1 bottom 113.411 76.728

2 top 31.416 20.642

2 bottom 113.411 67.220

3 top 31.416 20.642

3 bottom 113.411 95.837

4 top 31.416 20.642

4 bottom 113.411 76.728

5 top 31.416 20.642

5 bottom 113.411 76.728

- Y direction (All Width)

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

S1

1 top 3.823 14.000 27.550 55.763

1 botom 6.123 14.000 27.100 55.763

2 top 3.823 14.000 27.550 55.763

2 botom 6.123 14.000 27.100 55.763

3 top 3.823 14.000 27.550 55.763

3 botom 1.523 14.000 27.100 55.763

4 top 3.823 14.000 27.550 55.763

4 botom 6.123 14.000 27.100 55.763

21/3/2555


Mu (tonf-m) Rn .Req

7.710

63.994

5.783

47.999

10.795

89.595

8.097

67.196

6.939

57.595

As1(cm2) As2(cm2) As3(cm2) As4(cm2) As5(cm2) Asmax(cm2)

Select As(cm2)Using As(cm2)

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Loc. (m) As (cm2)

71 - 10M @ 200

71 - 10M @ 200

71 - 10M @ 200

71 - 10M @ 200

71 - 10M @ 200

71 - 10M @ 200

71 - 10M @ 200

71 - 10M @ 200

Calculation Sheetof

Foundation


Project No. : 2


5 top 3.823 14.000 27.550 55.763

5 botom 6.123 14.000 27.100 55.763

Sec.Name L.Comb.

S1

1 top - -

1 bottom 1.611 0.0004

2 top - -

2 bottom 1.209 0.0003

3 top - -

3 bottom 2.083 0.0005

4 top - -

4 bottom 1.721 0.0004

5 top - -

5 bottom 1.517 0.0004

Sec.Name L.Comb.

S1

1 top 37.800 - - 135.587 128.348 884.744

1 bottom 37.800 15.337 20.444 133.372 126.252 870.293

2 top 37.800 - - 135.587 128.348 884.744

2 bottom 37.800 11.492 15.319 133.372 126.252 870.293

3 top 37.800 - - 135.587 128.348 884.744

3 bottom 37.800 19.843 26.451 133.372 126.252 870.293

4 top 37.800 - - 135.587 128.348 884.744

4 bottom 37.800 16.382 21.837 133.372 126.252 870.293

5 top 37.800 - - 135.587 128.348 884.744

5 bottom 37.800 14.433 19.239 133.372 126.252 870.293


S1

1 top 55.763 37.800

1 bottom 55.763 37.800

2 top 55.763 37.800

2 bottom 55.763 37.800

3 top 55.763 37.800

3 bottom 55.763 37.800

4 top 55.763 37.800

4 bottom 55.763 37.800

5 top 55.763 37.800

5 bottom 55.763 37.800

21/3/2555


71 - 10M @ 200

71 - 10M @ 200

Mu (tonf-m) Rn .Req

-

14.083

-

10.562

-

18.203

-

15.039

-

13.256

As1(cm2) As2(cm2) As3(cm2) As4(cm2) As5(cm2) Asmax(cm2)

Select As(cm2)Using As(cm2)

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title

Foundation name Section name Direction L/C ID

Analysis Method

Fz My Moment intia

Area Contact Area Critical Point Method

Critical Value

Bending Moment DiagramF1 S1 X 1

Conventional Rigid Method with reaction (Method 1)

-85.705 tonf -223.547 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point

Mubottom = 63.994 tonf-m , Mutop = -7.71 tonf-m

[ mm ]

0 3275

7895

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

13.01

9.78

2.93

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

-64

-48

-32

-16

0

16

32

48

64

17.7924.11 26.96

20.84

-7.58-7.684.29 .06.01

63.99

-7.71

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

-2.6

-1.9

-1.3

-.6

0

.6

1.3

1.9

2.6

.71.96 1.07

.83

-.3-.31.17 0 0

2.55

-.31

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz My Moment intia


Critical Value



-64.279 tonf -167.660 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point


[ mm ]

0 3275

7895

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

9.76

7.33

2.2

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

-48

-36

-24

-12

0

12

24

36

48

13.3418.08 20.22

15.63

-5.69-5.763.22 .05.01

48

-5.78


-1.9

-1.4

-1

-.5

0

.5

1

1.4

1.9

.53.72 .81

.62

-.23-.23.13 0 0

1.91

-.23

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz My Moment intia


Critical Value



-119.987 tonf -312.965 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point


[ mm ]

0 3275

7895

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

18.22

13.69

4.1

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

-89.6

-67.2

-44.8

-22.4

0

22.4

44.8

67.2

89.6

24.9133.75 37.74

29.17

-10.61-10.756.01 .09.02

89.6

-10.8


-3.6

-2.7

-1.8

-.9

0

.9

1.8

2.7

3.6

.991.35 1.5

1.16

-.42-.43.24 0 0

3.57

-.43

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz My Moment intia


Critical Value



-89.990 tonf -234.724 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point


[ mm ]

0 3275

7895

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

13.66

10.27

3.08

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

-67.2

-50.4

-33.6

-16.8

0

16.8

33.6

50.4

67.2

18.6825.31 28.31

21.88

-7.96-8.064.51 .06.01

67.2

-8.1


-2.7

-2

-1.3

-.7

0

.7

1.3

2

2.7

.741.01 1.13

.87

-.32-.32.18 0 0

2.68

-.32

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz My Moment intia


Critical Value



-77.134 tonf -201.192 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point


[ mm ]

0 3275

7895

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

11.71

8.8

2.63

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

-57.6

-43.2

-28.8

-14.4

0

14.4

28.8

43.2

57.6

16.0121.7 24.26

18.76

-6.82-6.913.86 .05.01

57.6

-6.94


-2.3

-1.7

-1.1

-.6

0

.6

1.1

1.7

2.3

.64.87 .97

.75

-.27-.28.15 0 0

2.3

-.28

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value

Bending Moment DiagramF1 S1 Y 1


-85.705 tonf -10.647 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point

Mubottom = 14.083 tonf-m , Mutop = 0 tonf-m

[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

10.12 10.55 11.87 12.3

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

-14.1

-10.6

-7

-3.5

0

3.5

7

10.6

14.1

7.83

11.99.32

14.08


-.3

-.2

-.2

-.1

0

.1

.2

.2

.3

.17

.26.2

.31

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value



-64.279 tonf -7.985 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point


[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

7.59 7.91 8.9 9.23

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

-10.6

-7.9

-5.3

-2.6

0

2.6

5.3

7.9

10.6

5.88

8.936.99

10.56


-.2

-.2

-.1

-.1

0

.1

.1

.2

.2

.13

.19.15

.23

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value



-119.987 tonf 0.000 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point


[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

15.69 15.69

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

-18.2

-13.7

-9.1

-4.6

0

4.6

9.1

13.7

18.2

12.01 12.01

18.2


-.4

-.3

-.2

-.1

0

.1

.2

.3

.4

.26 .26

.4

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value



-89.990 tonf -13.628 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point


[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

10.37 10.9312.61 13.17

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

-15

-11.3

-7.5

-3.8

0

3.8

7.5

11.3

15

8.05

12.249.96

15.04


-.3

-.2

-.2

-.1

0

.1

.2

.2

.3

.18

.27.22

.33

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value



-77.134 tonf -15.225 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point


[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

8.53 9.1511.03 11.65

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

-13.3

-9.9

-6.6

-3.3

0

3.3

6.6

9.9

13.3

6.65

10.138.79

13.26


-.3

-.2

-.1

-.1

0

.1

.1

.2

.3

.14

.22.19

.29

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


5.3 ONE WAY SHEAR FORCE 5.3.1 One-Way Shear Formula

ACI 318-05 CODE 11.3.1.1

- For members subject to shear and flexure only.

- Vc = .8 2 fck B'w d (eq 11-3)

- Vu <= Vc , then OK!!

5.3.2 Check of One-Way Shear

Footing Name : F1 GroupType : Mat_Foundation PileType : False

12

14000

7645

3275

1523

Unit : mm

- X direction One-Way Shear (All Width)


S1

1 3275 285.5 7645 154.944 37.315 OK

2 3275 285.5 7645 154.944 27.988 OK

3 3275 285.5 7645 154.944 52.243 OK

4 3275 285.5 7645 154.944 39.182 OK

5 3275 285.5 7645 154.944 33.583 OK

- Y direction One-Way Shear (All Width)


S1

1 6123 271 14000 269.332 18.395 OK

2 6123 271 14000 269.332 13.796 OK

3 1523 271 14000 269.332 23.903 OK

4 6123 271 14000 269.332 19.621 OK

5 6123 271 14000 269.332 17.262 OK

21/3/2555


Loc. (mm) d (mm) Bw (mm) Vc (tonf) Vu (tonf)

Loc. (mm) d (mm) Bw (mm) Vc (tonf) Vu (tonf)

Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz My Moment intia


Critical Value

Shear Force DiagramF1 S1 X 1


-85.705 tonf -223.547 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point

Vu = 37.315 tonf

[ mm ]

0 3275

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

13.01

9.78

2.93

[S.F.D] [ tonf ]

37.3

28

18.7

9.3

0

-9.3

-18.7

-28

-37.3

20.5823.77

-22.72-20.34

-1.15.36

9.46

-.25-.09

37.31

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

1.5

1.1

.7

.4

0

-.4

-.7

-1.1

-1.5

.82.95

-.91-.81

-.05.01

.38

-.01 0

1.49

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz My Moment intia


Critical Value



-64.279 tonf -167.660 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point

Vu = 27.988 tonf

[ mm ]

0 3275

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

9.76

7.33

2.2

[S.F.D] [ tonf ]

28

21

14

7

0

-7

-14

-21

-28

15.4417.83

-17.04-15.26

-.86.27

7.09

-.19-.07

27.99


1.1

.8

.6

.3

0

-.3

-.6

-.8

-1.1

.62.71

-.68-.61

-.03.01

.28

-.01 0

1.12

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz My Moment intia


Critical Value



-119.987 tonf -312.965 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point

Vu = 52.243 tonf

[ mm ]

0 3275

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

18.22

13.69

4.1

[S.F.D] [ tonf ]

52.2

39.2

26.1

13.1

0

-13.1

-26.1

-39.2

-52.2

28.8133.28

-31.81-28.48

-1.61.51

13.24

-.36-.13

52.24


2.1

1.6

1

.5

0

-.5

-1

-1.6

-2.1

1.151.33

-1.27-1.14

-.06.02

.53

-.01-.01

2.08

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz My Moment intia


Critical Value



-89.990 tonf -234.724 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point

Vu = 39.182 tonf

[ mm ]

0 3275

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

13.66

10.27

3.08

[S.F.D] [ tonf ]

39.2

29.4

19.6

9.8

0

-9.8

-19.6

-29.4

-39.2

21.6124.96

-23.86-21.36

-1.21.38

9.93

-.27-.1

39.18


1.6

1.2

.8

.4

0

-.4

-.8

-1.2

-1.6

.86 1

-.95-.85

-.05.02

.4

-.01 0

1.56

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz My Moment intia


Critical Value



-77.134 tonf -201.192 tonf-m 1748.1570 m4

107.030 m2 100.713 m2 (94.1 %) Maximum Point

Vu = 33.583 tonf

[ mm ]

0 3275

1020

9

1317

4

1400

0

[Loading]

[ tonf , tonf/m ]

11.71

8.8

2.63

[S.F.D] [ tonf ]

33.6

25.2

16.8

8.4

0

-8.4

-16.8

-25.2

-33.6

18.5221.39

-20.45-18.31

-1.03.33

8.51

-.23-.08

33.58


1.3

1

.7

.3

0

-.3

-.7

-1

-1.3

.74.85

-.82-.73

-.04.01

.34

-.01 0

1.34

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value

Shear Force DiagramF1 S1 Y 1


-85.705 tonf -10.647 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point

Vu = -18.395 tonf

[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

10.12 10.55 11.87 12.3

[S.F.D] [ tonf ]

18.4

13.8

9.2

4.6

0

-4.6

-9.2

-13.8

-18.4

12.7415.74

-15-18.4


.4

.3

.2

.1

0

-.1

-.2

-.3

-.4

.28.34

-.33-.4

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value



-64.279 tonf -7.985 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point

Vu = -13.796 tonf

[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

7.59 7.91 8.9 9.23

[S.F.D] [ tonf ]

13.8

10.3

6.9

3.4

0

-3.4

-6.9

-10.3

-13.8

9.5511.81

-11.25-13.8


.3

.2

.2

.1

0

-.1

-.2

-.2

-.3

.21.26

-.25-.3

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value



-119.987 tonf 0.000 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point

Vu = 23.903 tonf

[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

15.69 15.69

[S.F.D] [ tonf ]

23.9

17.9

12

6

0

-6

-12

-17.9

-23.9

19.42

-19.41

23.9


.5

.4

.3

.1

0

-.1

-.3

-.4

-.5

.42

-.42

.52

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value



-89.990 tonf -13.628 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point

Vu = -19.621 tonf

[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

10.37 10.9312.61 13.17

[S.F.D] [ tonf ]

19.6

14.7

9.8

4.9

0

-4.9

-9.8

-14.7

-19.6

13.1116.22

-16.01-19.62


.4

.3

.2

.1

0

-.1

-.2

-.3

-.4

.29.35

-.35-.43

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


14000

7645

Title


Analysis Method

Fz Mx Moment intia


Critical Value



-77.134 tonf -15.225 tonf-m 521.2899 m4

107.030 m2 107.030 m2 (100 %) Maximum Point

Vu = -17.262 tonf

[ mm ]

0 1523

6123

7645

7645

[Loading]

[ tonf , tonf/m ]

8.53 9.1511.03 11.65

[S.F.D] [ tonf ]

17.3

12.9

8.6

4.3

0

-4.3

-8.6

-12.9

-17.3

10.8613.46

-14.1-17.26


.4

.3

.2

.1

0

-.1

-.2

-.3

-.4

.24.29

-.31-.38

21/3/2555


Calculation Sheetof

Foundation


Project No. : 2


5.4 TWO WAY SHEAR FORCE 5.4.1 Two-Way Shear Formula

Vu = Fz Shade Ratio

(a) Vc1 = .8 2 (1 + 2/c) fck bo d (eq 11-33) <- Vc1

(b) Vc2 = .8 2 (1 + s d / 2 bo) fck bo d (eq 11-34) <- Vc2

(c) Vc3 = .8 4 fck bo d (eq 11-35) <- Vc3

Vc = Min( Vc1 , Vc2 , Vc3) ACI 318-05 CODE 11.12.2.1

Vu Vc , then OK

where

= ratio of long side to short side of the column, concentrated load or reaction area

s = 40 for interior colimns

= 30 for edge columns

= 20 for corner columns

bo = perimeter of critical section

Shade Ratio = Footing Area - Punching Area

Footing Area

5.4.2 Check of Two-WayShear

14000

7645

1 2

Ft.Name F1 Punching Area

Pr.Name 1 Ratio Shade

Shape Rectangle

L.Comb. 3

Pl 2600 mm

Pw 3600 mm

bo / d 13542 / 285.5 mm Vu

1.384615 / 40 Result

21/3/2555


c / s

Vc1

Vc2

Vc3

Vc

112116.100 cm2

.895

670.904 tonf

390.187 tonf

548.922 tonf

390.187 tonf

45.420 tonf

OK

FOUNDATION CALCULATION SHEET One-Stop Solution for … · 2012. 4. 19. · FOUNDATION CALCULATION...

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Transcript of FOUNDATION CALCULATION SHEET One-Stop Solution for … · 2012. 4. 19. · FOUNDATION CALCULATION...