Example Foundation calculation by Afes

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. Panithi

PROJECT/JOB NAME ACI

CLIENT NAME MKS

SITE NAME 5-6

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME F-450

LOAD COMBINATION GROUP

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

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

Page 1

Calculation Sheetof

Foundation

Project Na. : ACI

Project No. : Panithi

Client : MKS

FOUNDATION LISTS

Group Name No. Description No. Description

ISO-1 1 F1

4/5/2555


Page 2

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

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 PILE REACTION

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

5.5 PILE PUNCHING SHEAR FORCE

4/5/2555


Page 3

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

1. GENERAL

1.1 CODE & STANDARD

Items Description

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

Horizontal Force for Wind AMERICAN SOCIETY OF CIVIL ENGINEERS [ASCE 7-02]

Horizontal Force for Seismic AMERICAN SOCIETY CIVIL ENGINEERS [ASCE 7-02]

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)

- Pile Capacity

Items Value

Pile Name PHC Pile-50

Footing List F1

Diameter 500 mm

Length 21 m

Thick 20 mm

Shape Circle

Capacity ( Ha , Ua , Va ) 2 , 10 , 50 tonf

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 %

Allowable Increase of Pile Horizontal (Wind) 0 %

Allowable Increase of Pile Horizontal (Seismic) 0 %

Allowable Increase of Pile Horizontal (Test) 0 %

Allowable Increase of Pile Vertical (Wind) 0 %

Allowable Increase of Pile Vertical (Seismic) 0 %

Allowable Increase of Pile Vertical (Test) 0 %

Allowable Increase of Pile Uplift (Wind) 0 %

Allowable Increase of Pile Uplift (Seismic) 0 %

Allowable Increase of Pile Uplift (Test) 0 %

4/5/2555


Reinforcement (D9 ~ D16 , yield strength)

Reinforcement (D19 ~ , yield strength)

173.000 kgf/cm2

0.000 kgf/cm2

3000.000 kgf/cm2

3000.000 kgf/cm2

2.000 ton/m3

2.400 ton/m3

2.000 106 kgf/cm2

250998.000 kgf/cm2

Page 4

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

Safety factor against overturning for OVM1(FO1) 2




Safety factor against sliding for the SL1(FS1) 1.5




.35


Index Load Case Name Load Case Description

1 DL DEAD LOAD

2 LL LIVE LOAD

Comb . ID Load Combination for stability

1 1.0 SW + 1.0 DL + 1.0 LL

2 1.0 SW + .75 DL + .75 LL + .75 WL

Comb . ID Load Combination for Reinforcement

101 1.4 SW + 1.4 DL + 1.7 LL

102 1.05 SW + 1.05 DL + 1.275 LL + 1.275 WL

4/5/2555


Friction factor (m)

2. DRAWING REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION LOCATION PLAN

F-450

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

Panithi

MICROFILM NO.

F1

1

A01

01

Z X

Y

4/5/2555 Page 5


OUTPUT UNIT : mm

4/5/2555 Page 6


REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* PILE

4-??500 PHC Pile-50

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION DETAIL FOR

F1

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

Panithi

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD

500300

1200500

50

01

50

05

00

1250

12

50

2500

25

00

15-D20

15

-D2

0

50

TY

P.

LC FOOTING

FOUNDATION PLAN FOOTING REINF. PLAN

LEAN CONC. 50 THK

25 G

R.

1000

900

TOG EL. + 1000

150

7510

0D

12

@20

010

0

D19

SECTION

50TYP.

D12

36-D19

300

400

PEDESTAL

4/5/2555 Page 7


Page 8

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

300 400

2500

2500

The Origin coordinate

The Center of Gravity (0,0) mm

The Center of Pile (75,0) mm

900

1000

( mm ) Ft. Name F1

Ft. Type

Area

Ft. Thickness 900.00 mm

Ft. Volume

Ft. Weight 13.500 tonf

Soil Height 0.00 mm

Soil Volume

Soil Weight 0.000 tonf

Buoyancy Not Consider

Self Weight (except Pr.SW) 13.500 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

F1 1 Rectangle 300.000 400.000 1000.000 0.288 0.000 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

4/5/2555


ISO

6.250 m2

5.625 m3

0.000 m3

6.250 m2

5.625 m3

13.500 tonf

0.000 m3

0.000 tonf

0.288 tonf

13.788 tonf

0.120

Page 9

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

Index Load Case Name Load Case Description

1 DL DEAD LOAD

2 LL LIVE LOAD

Unit( tonf , tonf-m )

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

F11

1 0 0 -70 0 0

2 0 0 -90 0 0

Footing SW 0.000 0.000 -13.500 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.

1

1 0.000 0.000 -160.000 0.000 0.000

2 0.000 0.000 -120.000 0.000 0.000

101 0.000 0.000 -251.000 0.000 0.000

102 0.000 0.000 -188.250 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 0.000 -160.000 0.000 0.000

2 0.000 0.000 -120.000 0.000 0.000

101 0.000 0.000 -251.000 0.000 0.000

102 0.000 0.000 -188.250 0.000 0.000

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

Load Combination of Elastic Condition

p : PileType

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

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

1 0.000 0.000 -173.500 0.000 -13.012 1250.0 , 1250.0

2 0.000 0.000 -133.500 0.000 -10.012 1250.0 , 1250.0

4/5/2555


SFx SFy SFz SMx SMy

F1

SFx SFy SFz SMx SMy

F1

SFx SFy SFz SMx SMy

F1 p

Page 10

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

Load Combination of Ultimate Condition

p : PileType

- 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

S1101 0.000 0.000 -251.000 0.000 -18.825 1250.0 , 1250.0

102 0.000 0.000 -188.250 0.000 -14.119 1250.0 , 1250.0

3.4.4 Pile Reaction Table

1 2

3 4

2500

2500

Footing Name F1

Section Name -

Pile Name PHC Pile-50

Pile Shape Circle

Pile Number 4 EA

Pile Diameter 500 mm

LC Type Stability

Origin Point (0,0) mm

The Center of Gravity (0,0) mm

The Center of Pile (75,0) mm

Vertical Critical LC : 1

LC : 1, ( 1.0 SW + 1.0 DL + 1.0 LL ) Unit (mm,tonf)

No. NamePile Geometry Bi-Axial Shear (Hor)

Ra Ua HaX Y XY-Dir. XY-Dir.

1 PHC Pile-50 -450 750 47.03 0 50 10 2

2 PHC Pile-50 750 750 38.67 0 50 10 2

3 PHC Pile-50 -750 -750 49.12 0 50 10 2

4 PHC Pile-50 750 -750 38.67 0 50 10 2

4/5/2555


SFx SFy SFz SMx SMy

F1 p

Page 11

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

4. CHECK OF STABILITY

4.1 CHECK OF PILE REACTION (Bi-Axial)

4.1.1 Formula

if footing is checked in Buoyancy SFz means SFz - Fb

a. Vertical - Bi Axial : R = SFz

Np

SMy X

S Xi2

SMx Y

S Yi2

- Ru = Rmax

- Uf = Min[ 0 , Rmin ]

- Ru < Va -> OK

b. Horizontal - Hmax = (SHxi

2 + SHyi

2)

Np < Ha -> OK

c. Uplift - Uf < Ua -> OK

Ver. / Uf. = Vertical / Uplift

4.1.2 Check of Vertical & Uplift Reaction

Ft.Name Np(EA) Fl (mm) Fw (mm)

F1 4 2500 2500 1.87 2.25

Unit( tonf )

Ft.Name L.Comb. Pile Result

F11 PHC Pile- 49.123 38.672 49.123 0 50 10

2 PHC Pile- 37.798 29.756 37.798 0 50 10

4.1.3 Check Of Horizontal Reaction

Ft.Name L.Comb. Pile Hmax (tonf) Ha (tonf) Result

F1 2PHC Pile-

500 2

4/5/2555


SXi2 (m

2) SYi

2 (m

2)

R Max R Min Ru Uf Ra Ua

OK

OK

OK

Page 12

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

5. DESIGN OF FOOTING

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

S1 X101 2500.00 2500.00 251.000 -18.83 251.000

102 2500.00 2500.00 188.250 -14.12 188.250

S1 Y101 2500.00 2500.00 251.000 0.000 251.000

102 2500.00 2500.00 188.250 0.000 188.250

5.1.2 Design Parameters

Yield Strength - D9 ~ D16 : fy1 , D19 ~ : fy2

f_cl : Clear Cover for edge of footing reinforcement

f_clt : Clear Cover for top of footing reinforcement

fp_clb : Clear Cover for bottom of footing reinforcement (Pile Foundation)

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

Unit(kgf/cm2,mm)

f'c fy1 fy2 f_cl f_clt fp_clb

.9 .85 173.00 3000.00 3000.00 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

4/5/2555


SFz SM SQ

F1 p

150.0

f(Flexure) f(Shear)

Page 13

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

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 = .9 , r.req =

0.85 fck

fy ( 1 - 1 -

2Rn

0.85fck )

5.2.2 Check of Footing Reinforcement

Footing Name : F1 GroupType : Isolated

- X direction (All Width)

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

S1102 top 1.250 2.500 85.000 0.000

101 botom 1.400 2.500 74.000 47.124

Sec.Nam L.Comb.

S1102 top - -

101 bottom 5.449 0.0019

Sec.Nam L.Comb.

S1102 top - - - - - -

101 bottom 45.000 34.248 45.653 86.712 64.520 385.394

Sec.Nam L.Comb. Result

S1102 top - - -

101 bottom 47.124 45.653

- Y direction (All Width)

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

S1102 top 1.250 2.500 83.000 0.000

101 botom 1.450 2.500 72.000 47.124

Sec.Nam L.Comb.

S1102 top - -

101 bottom 5.918 0.0020

Sec.Nam L.Comb.

S1102 top - - - - - -

101 bottom 45.000 36.252 48.324 84.368 62.776 374.978


S1102 top - - -

101 bottom 47.124 48.324

4/5/2555


Loc. (m) As (cm2)

Not Used

15 - D20 @ 171.43

Mu (tonf-m) Rn r.Req

-

67.135

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

Loc. (m) As (cm2)

Not Used

15 - D20 @ 171.43

Mu (tonf-m) Rn r.Req

-

69.025

As1(cm2) As2(cm

2) As3(cm

2) As4(cm

2) As5(cm

2) Asmax(cm

2)

Select As(cm2)Using As(cm

2)

NG

Page 14

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

2500

25

00 1 2

3 4

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 DiagramF1 S1 X 101

Conventional Rigid Method with reaction (Method 1)

-251.000 tonf -18.825 tonf-m 3.2552 m4

6.250 m2

Critical Max Point

Mubottom = 67.135 tonf-m , Mutop = 0 tonf-m

[ mm ]

0 500

800

1100

1400

2000

247525

00

[Loading]

[ tonf , tonf/m ]

68.04271.066

111.892

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

-67.1

-50.4

-33.6

-16.8

0

16.8

33.6

50.4

67.167.14

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

-26.9

-20.1

-13.4

-6.7

0

6.7

13.4

20.1

26.926.85

4/5/2555


Page 15

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

2500

25

00 1 2

3 4

Title


Analysis Method



Critical Value

Bending Moment DiagramF1 S1 X 102


-188.250 tonf -14.119 tonf-m 3.2552 m4

6.250 m2

Critical Max Point


[ mm ]

0 500

800

1100

1400

2000

247525

00

[Loading]

[ tonf , tonf/m ]

51.03253.3

83.919

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

-50.4

-37.8

-25.2

-12.6

0

12.6

25.2

37.8

50.450.35


-20.1

-15.1

-10.1

-5

0

5

10.1

15.1

20.120.14

4/5/2555


Page 16

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

2500

25

00 1 2

3 4

Title


Analysis Method

SFz SMx Moment intia


Critical Value

Bending Moment DiagramF1 S1 Y 101


-251.000 tonf 0.000 tonf-m 3.2552 m4

6.250 m2

Critical Max Point


[ mm ]

0 500

1050

1450

2000

247525

00

[Loading]

[ tonf , tonf/m ]

125.5 125.5

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

-69

-51.8

-34.5

-17.3

0

17.3

34.5

51.8

6969.03


-27.6

-20.7

-13.8

-6.9

0

6.9

13.8

20.7

27.627.61

4/5/2555


Page 17

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

2500

25

00 1 2

3 4

Title


Analysis Method



Critical Value

Bending Moment DiagramF1 S1 Y 102


-188.250 tonf 0.000 tonf-m 3.2552 m4

6.250 m2

Critical Max Point


[ mm ]

0 500

1050

1450

2000

247525

00

[Loading]

[ tonf , tonf/m ]

94.125 94.125

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

-51.8

-38.8

-25.9

-12.9

0

12.9

25.9

38.8

51.851.77


-20.7

-15.5

-10.4

-5.2

0

5.2

10.4

15.5

20.720.71

4/5/2555


Page 18

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

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.

- f Vc = .85 2 fck B'w d (eq 11-3)

- Vu <= f Vc , then OK!!

5.3.2 Check of One-Way Shear

Footing Name : F1 GroupType : Isolated PileType : True

2500

2500

2475

2475

Unit : mm

- X direction One-Way Shear (All Width)


S1 101 2475 740 2500 109.682 0 OK

- Y direction One-Way Shear (All Width)


S1 101 2475 720 2500 106.718 0 OK

4/5/2555


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

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

Page 19

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

2500

25

00 1 2

3 4

Title


Analysis Method



Critical Value

Shear Force DiagramF1 S1 X 101


-251.000 tonf -18.825 tonf-m 3.2552 m4

6.250 m2

Critical Max Point

Vu = 0 tonf

[ mm ]

0 500

800

1100

1400

2000

247525

00

[Loading]

[ tonf , tonf/m ]

68.04271.066

111.892

[S.F.D] [ tonf ]

139.1

104.3

69.6

34.8

0

-34.8

-69.6

-104.3

-139.1

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

55.6

41.7

27.8

13.9

0

-13.9

-27.8

-41.7

-55.6

4/5/2555


Page 20

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

2500

25

00 1 2

3 4

Title


Analysis Method



Critical Value

Shear Force DiagramF1 S1 X 102


-188.250 tonf -14.119 tonf-m 3.2552 m4

6.250 m2

Critical Max Point

Vu = 0 tonf

[ mm ]

0 500

800

1100

1400

2000

247525

00

[Loading]

[ tonf , tonf/m ]

51.03253.3

83.919

[S.F.D] [ tonf ]

104.3

78.2

52.2

26.1

0

-26.1

-52.2

-78.2

-104.3


41.7

31.3

20.9

10.4

0

-10.4

-20.9

-31.3

-41.7

4/5/2555


Page 21

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

2500

25

00 1 2

3 4

Title


Analysis Method



Critical Value

Shear Force DiagramF1 S1 Y 101


-251.000 tonf 0.000 tonf-m 3.2552 m4

6.250 m2

Critical Max Point

Vu = 0 tonf

[ mm ]

0 500

1050

1450

2000

247525

00

[Loading]

[ tonf , tonf/m ]

125.5 125.5

[S.F.D] [ tonf ]

125.5

94.1

62.8

31.4

0

-31.4

-62.8

-94.1

-125.5


50.2

37.6

25.1

12.5

0

-12.5

-25.1

-37.6

-50.2

4/5/2555


Page 22

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

2500

25

00 1 2

3 4

Title


Analysis Method



Critical Value

Shear Force DiagramF1 S1 Y 102


-188.250 tonf 0.000 tonf-m 3.2552 m4

6.250 m2

Critical Max Point

Vu = 0 tonf

[ mm ]

0 500

1050

1450

2000

247525

00

[Loading]

[ tonf , tonf/m ]

94.125 94.125

[S.F.D] [ tonf ]

94.1

70.6

47.1

23.5

0

-23.5

-47.1

-70.6

-94.1


37.6

28.2

18.8

9.4

0

-9.4

-18.8

-28.2

-37.6

4/5/2555


Page 23

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

5.4 TWO WAY SHEAR FORCE

5.4.1 Two-Way Shear Formula

Vu = SFz Shade Ratio

(a) f Vc1 = .85 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1

(b) f Vc2 = .85 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2

(c) f Vc3 = .85 4 fck bo d (eq 11-35) <- Vc3

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

Vu f Vc , then OK

where

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

as = 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

2500

25

00

1

Ft.Name F1 Punching Area

Pr.Name 1 Pile effect

Shape Rectangle

L.Comb. 101

Pl 300 mm

Pw 400 mm

bo / d 4360 / 740 mm Vu

1.333333 / 40 Result

5.5 PILE PUNCHING SHEAR FORCE

5.5.1 Pile Punching Shear Formula Vu = SFz Shade Ratio

(a) f Vc1 = .85 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1

(b) f Vc2 = .85 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2

(c) f Vc3 = .85 4 fck bo d (eq 11-35) <- Vc3

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

Vu f Vc , then OK

where

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

as = 40 for interior colimns

= 30 for edge columns

= 20 for corner columns

b o = perimeter of critical section

Shade Ratio = Footing Area - Punching Area

Footing Area

4/5/2555


bc / as

f Vc1

f Vc2

f Vc3

f Vc

11856.000 cm2

3.937 / 4

478.214 tonf

840.604 tonf

382.571 tonf

382.571 tonf

247.018 tonf

OK

Page 24

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

5.5.2 Check of Pile Punching Shear

2500

25

00

1 2

3 4

Ft.Name F1 Punching Area

Pile No. 3 1 / 20

Shape Circle

L.Comb. 101

PileName PHC Pile-50

Diameter 500mm

bo 2333.02mm Vu

d 740mm Result

4/5/2555


bc / as

f Vc1

f Vc2

f Vc3

f Vc

10831.080 cm2

307.069 tonf

427.016 tonf

204.713 tonf

204.713 tonf

76.417 tonf

OK

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