Example Foundation calculation by Afes

(1)

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

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5 5--6

6 DOCUMENT

DOCUMENT NO.

NO.

REFERENCE

REFERENCE NO.

NO.

S

ST

TR

RU

UC

CT

TU

UR

RE

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AM

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F--4

45

50

0 LOAD

LOAD COMBINATION

COMBINATION GROUP

GROUP

R

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(2)

Page 1 Page 1

Calculation Sheet

of

Foundation

Project Na. : ACI Project Na. : ACI Project No. : Panithi Project No. : Panithi Client : MKS

Client : MKS

FOUNDATION LISTS

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Grro

ou

up

p

N

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am

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e

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IISSOO--11 11 FF11 4/5/2555

4/5/2555

(3)

Page 2

Calculation Sheet

of

Foundation

Project Na. : ACI Project No. : Panithi Client : MKS

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

3.4 LOAD COMBINATION

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

(4)

Page 3

Calculation Sheet

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Foundation

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] Hori zontal Forc e for Seis mi c A ME RICA N S OCIETY CIVIL ENGINEE RS [AS CE 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

PileName PHCPile-50

FootingList F1 Diameter 500mm Length 21m Thick 20mm 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

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

(5)

Page 4

Calculation Sheet

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Foundation

Safety factor against overturning for OVM1(FO1) 2 Safety factor against overturning for OVM2(FO2) 2 Safety factor against overturning for OVM3(FO3) 2 Safety factor against overturning for OVM4(FO4) 2 Safety factor against sliding for the SL1(FS1) 1.5 Safety factor against sliding for the SL2(FS2) 1.5 Safety factor against sliding for the SL3(FS3) 1.5 Safety factor against sliding for the SL4(FS4) 1.5 .35

1.4 LOAD COMBINATION

Index

Load Case Name

Load Case Description

1 DL DEADLOAD

2 LL LIVELOAD

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

(6)

2. DRAWING REFERENCE DWGS

NO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION LOCATION PLAN F-450 S Q U A D C H E C K

PRO CE SS PI PIN G VE SS EL S S TRUC T. EL EC. I NS T.

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

(7)

OUTPUT UNIT : mm

4/5/2555 Page 6

REFERENCE DWGS

N O T E S

* PILE

4-??500 PHC Pile-50 * OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION DETAIL FOR F1 S Q U A D C H E C K

SCALE

AS SHOWN

JOB NO.

Panithi

MICROFILM NO. REV. DATE DESCRIPTION DRWNCHKD APPD APPD APPD

500 300 1200 500 5 0 0 1 5 0 0 5 0 0 1250 1 2 5 0 2500 2 5 0 0 15-D20 1 5 - D 2 0 5 0 T Y P . L C FOOTING

FOUNDATION PLAN FOOTING REINF. PLAN

LEAN CONC. 50 THK 2 5 G R . 1 0 0 0 9 0 0 TOG EL. + 1000 1 5 0 7 5 1 0 0 D 1 2 @ 2 0 0 1 0 0 D19 SECTION 50 TYP. D12 36-D19 300 4 0 0 PEDESTAL 4/5/2555 Page 7

(8)

REFERENCE DWGS

N O T E S

* PILE

4-??500 PHC Pile-50 * OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION DETAIL FOR F1 S Q U A D C H E C K

SCALE

AS SHOWN

JOB NO.

Panithi

MICROFILM NO. REV. DATE DESCRIPTION DRWNCHKD APPD APPD APPD

500 300 1200 500 5 0 0 1 5 0 0 5 0 0 1250 1 2 5 0 2500 2 5 0 0 15-D20 1 5 - D 2 0 5 0 T Y P . L C FOOTING

FOUNDATION PLAN FOOTING REINF. PLAN

LEAN CONC. 50 THK 2 5 G R . 1 0 0 0 9 0 0 TOG EL. + 1000 1 5 0 7 5 1 0 0 D 1 2 @ 2 0 0 1 0 0 D19 SECTION 50 TYP. D12 36-D19 300 4 0 0 PEDESTAL 4/5/2555 Page 7

Page 8

Calculation Sheet

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Foundation

3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

300 400 2500 2 5 0 0

The Origin coordinate ₉ 0 0 1 0 0 0 ( 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 4/5/2555

ISO 6.250 m2

5.625 m3

(9)

Page 8

Calculation Sheet

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Foundation

3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

300 400 2500 2 5 0 0

The Origin coordinate

The Center of Gravity (0,0) mm The Center of Pile (75,0) mm

9 0 0 1 0 0 0 ( 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 DATA

Off 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 Fy Fz 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

(10)

Page 9

Calculation Sheet

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Foundation

Index

Load Case Name

Load Case Description

1 DL DEADLOAD

2 LL LIVELOAD

Unit( tonf , tonf-m )

Ft.Name

Pr.Name

Load

Case

Fx

Fy

Fz

Mx

My

F1 1 1 0 0 -70 0 0 2 0 0 -90 0 0 Footing SW 0.000 0.000 -13.500 0.000 0.000

3.4 LOAD COMBINATION

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)

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)

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

S

Fx

S

Fy

S

Fz

S

Mx

S

My

F1 S

Fx

S

Fy

S

Fz

S

Mx

S

My

F1 S

Fx

S

Fy

S

Fz

S

Mx

S

My

F1 p

(11)

Page 10

Calculation Sheet

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Foundation

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

S1 101 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 2 5 0 0

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.

Name

Pile Geometry

Bi-Axial

_{Shear (Hor)}

Ra

Ua

Ha

X Y XY-Dir. XY-Dir. 1 PHCPile-50 -450 750 47.03 0 50 10 2 2 PHCPile-50 750 750 38.67 0 50 10 2 3 PHCPile-50 -750 -750 49.12 0 50 10 2 4 PHCPile-50 750 -750 38.67 0 50 10 2 4/5/2555

S

Fx

S

Fy

S

Fz

S

Mx

S

My

(12)

Page 11

Calculation Sheet

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Foundation

4. CHECK OF STABILITY

4.1 CHECK OF PILE REACTION (Bi-Axial)

4.1.1 Formula

if footing is checked in Buoyancy Fz means Fz - Fb a. Vertical - Bi Axial : R = _NpFz My X_Xi2 Mx Y Yi2 - Ru = Rmax - Uf = Min[ 0 , Rmin ] - Ru < Va -> OK b. Horizontal - Hmax = ( Hxi 2 + Hyi2) 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

F1 1

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 2 PHC

Pile-50 0 2

4/5/2555

S

Xi

2

(m

2

)

S

Yi

2

(m

2

)

R

Max

R

Min

Ru

Uf

Ra

Ua

OK OK

(13)

Page 12

Calculation Sheet

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Foundation

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.Na

Dir.

L.Comb.

Fl or Fw

Sl or Sw

S1 X 101 2500.00 2500.00 251.000 -18.83 251.000 102 2500.00 2500.00 188.250 -14.12 188.250 S1 Y 101 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 : f y1 , D19 ~ : f y2 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 f y - 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 = .reqb d As3 = 1.333 .reqb d As4 = 200 f y b d As5 = 3 f ck f y b d Asmax = 0.75 b b d 4/5/2555

S

Fz

S

M

S

Q

F1 p

150.0

(14)

Page 13

Calculation Sheet

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Foundation

Project Na. : ACI Project No. : Panithi Client : MKS b = 0.85 1 f ck f y 0.003 Es 0.003 Es + f y

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 , = .9 , .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)

S1 102 top 1.250 2.500 85.000 0.000 101 botom 1.400 2.500 74.000 47.124

Sec.Nam

_L.Comb.

S1 102 top - -101 bottom 5.449 0.0019

Sec.Nam

_L.Comb.

S1 102 top - - - -101 bottom 45.000 34.248 45.653 86.712 64.520 385.394

Sec.Nam

_L.Comb.

_Result

S1 102 top - -

-101 bottom 47.124 45.653

- Y direction (All Width)

Sec.Nam

_L.Comb.

_Using

_Bar

_(mm)

_Width

_b

_(m)

_d

_(cm)

S1 102 top 1.250 2.500 83.000 0.000 101 botom 1.450 2.500 72.000 47.124

Sec.Nam

_L.Comb.

S1 102 top - -101 bottom 5.918 0.0020

Sec.Nam

_L.Comb.

S1 102 top - - - -101 bottom 45.000 36.252 48.324 84.368 62.776 374.978

Sec.Nam

_L.Comb.

_Result

S1 102 top - -

-101 bottom 47.124 48.324

4/5/2555

Loc.

(m)

As

(cm

2

)

Not Used 15 - D20 @ 171.43

Mu

(tonf-m)

Rn

r

.

Req -67.135

As

1

(cm

2

)

As

2

(cm

2

)

As

3

(cm

2

)

As

4

(cm

2

)

As

5

(cm

2

)

As

max

(cm

2

)

Select As(cm

2

)

Using As(cm

2

)

OK

Loc.

(m)

As

(cm

2

)

Not Used 15 - D20 @ 171.43

Mu

(tonf-m)

Rn

r

.

Req -69.025

As

1

(cm

2

)

As

2

(cm

2

)

As

3

(cm

2

)

As

4

(cm

2

)

As

5

(cm

2

)

As

max

(cm

2

)

Select As(cm

2

)

Using As(cm

2

)

NG

(15)

Page 14

Calculation Sheet

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Foundation

Project Na. : ACI Project No. : Panithi Client : MKS 2500 2 5 0 0 1 2 3 4 Title

Foundationname Sectionname Direction L/CID Analysis Method

Fz My Momentintia

Area Contact Area Critical Point Method Critical Value

Bending Moment Diagram

F1 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 5 0 0 8 0 0 1 1 0 0 1 4 0 0 2 0 0 0 2 4 2 5 7 5 0 0 [Loading] [ tonf , tonf/m ] 68.042 71.066 111.892 [B.M.D] [tonf-m] -67.1 -50.4 -33.6 -16.8 0 16.8 33.6 50.4 67.1 67.14 [B/L.M.D] [tonf-m/ft] -26.9 -20.1 -13.4 -6.7 0 6.7 13.4 20.1 26.9 26.85 4/5/2555

(16)

Page 15

Calculation Sheet

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Foundation

Fz My Momentintia

Bending Moment Diagram

F1 S1 X 102

-188.250 tonf -14.119 tonf-m 3.2552 m4

6.250 m2

[ mm ] 0 5 0 0 8 0 0 1 1 0 0 1 4 0 0 2 0 0 0 2 4 2 5 7 5 0 0 [Loading] [ tonf , tonf/m ] 51.032 53.3 83.919 [B.M.D] [tonf-m] -50.4 -37.8 -25.2 -12.6 0 12.6 25.2 37.8 50.4 50.35 [B/L.M.D] [tonf-m/ft] -20.1 -15.1 -10.1 -5 0 5 10.1 15.1 20.1 20.14 4/5/2555

(17)

Page 16

Calculation Sheet

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Foundation

Fz Mx Momentintia

Bending Moment Diagram

F1 S1 Y 101

-251.000 tonf 0.000 tonf-m 3.2552 m4

6.250 m2

[ mm ] 0 5 0 0 1 0 5 0 1 4 5 0 2 0 0 0 2 4 2 5 7 5 0 0 [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 69 69.03 [B/L.M.D] [tonf-m/ft] -27.6 -20.7 -13.8 -6.9 0 6.9 13.8 20.7 27.6 27.61 4/5/2555

(18)

Page 17

Calculation Sheet

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Foundation

Fz Mx Momentintia

Bending Moment Diagram

F1 S1 Y 102

-188.250 tonf 0.000 tonf-m 3.2552 m4

6.250 m2

[ mm ] 0 5 0 0 1 0 5 0 1 4 5 0 2 0 0 0 2 4 2 5 7 5 0 0 [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 51.8 51.77 [B/L.M.D] [tonf-m/ft] -20.7 -15.5 -10.4 -5.2 0 5.2 10.4 15.5 20.7 20.71 4/5/2555

(19)

Page 18

Calculation Sheet

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Foundation

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= .85 2 f ck 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 2 5 0 0 2475 2 4 7 5 Unit : mm

- X direction One-Way Shear (All Width)

Sec.Nam

_L.Comb.

_Result

S1 101 2475 740 2500 109.682 0 OK

- Y direction One-Way Shear (All Width)

Sec.Nam

_L.Comb.

_Result

S1 101 2475 720 2500 106.718 0 OK

4/5/2555

Loc.

(mm)

d

(mm)

Bw

(mm) f

Vc

(tonf)

Vu

(tonf)

(20)

Page 19

Calculation Sheet

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Foundation

Fz My Momentintia

Shear Force Diagram

F1 S1 X 101

-251.000 tonf -18.825 tonf-m 3.2552 m4

6.250 m2

Critical Max Point Vu = 0 tonf [ mm ] 0 5 0 0 8 0 0 1 1 0 0 1 4 0 0 2 0 0 0 2 4 2 5 7 5 0 0 [Loading] [ tonf , tonf/m ] 68.042 71.066 111.892 [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

(21)

Page 20

Calculation Sheet

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Foundation

Fz My Momentintia

Shear Force Diagram

F1 S1 X 102

-188.250 tonf -14.119 tonf-m 3.2552 m4

6.250 m2

Critical Max Point Vu = 0 tonf [ mm ] 0 5 0 0 8 0 0 1 1 0 0 1 4 0 0 2 0 0 0 2 4 2 5 7 5 0 0 [Loading] [ tonf , tonf/m ] 51.032 53.3 83.919 [S.F.D] [tonf] 104.3 78.2 52.2 26.1 0 -26.1 -52.2 -78.2 -104.3 [S/L.F.D] [tonf/ft] 41.7 31.3 20.9 10.4 0 -10.4 -20.9 -31.3 -41.7 4/5/2555

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Page 21

Calculation Sheet

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Foundation

Fz Mx Momentintia

Shear Force Diagram

F1 S1 Y 101

-251.000 tonf 0.000 tonf-m 3.2552 m4

6.250 m2

Critical Max Point Vu = 0 tonf [ mm ] 0 5 0 0 1 0 5 0 1 4 5 0 2 0 0 0 2 4 2 5 7 5 0 0 [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 [S/L.F.D] [tonf/ft] 50.2 37.6 25.1 12.5 0 -12.5 -25.1 -37.6 -50.2 4/5/2555

(23)

Page 22

Calculation Sheet

of

Foundation

Fz Mx Momentintia

Shear Force Diagram

F1 S1 Y 102

-188.250 tonf 0.000 tonf-m 3.2552 m4

6.250 m2

Critical Max Point Vu = 0 tonf [ mm ] 0 5 0 0 1 0 5 0 1 4 5 0 2 0 0 0 2 4 2 5 7 5 0 0 [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 [S/L.F.D] [tonf/ft] 37.6 28.2 18.8 9.4 0 -9.4 -18.8 -28.2 -37.6 4/5/2555

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Page 23

Calculation Sheet

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Foundation

5.4 TWO WAY SHEAR FORCE

5.4.1 Two-Way Shear Formula

Vu = Fz Shade Ratio

(a) Vc1= .85 2 (1 + 2/ c) f ck bo d (eq 11-33) <- Vc1 (b) Vc2= .85 2 (1 + s d / 2 bo) f ck bo d (eq 11-34) <- Vc2 (c) Vc3= .85 4 f ck bo d (eq 11-35) <- Vc3

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

2500 2 5 0 0 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 = Fz Shade Ratio

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

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

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

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

Vu f 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

4/5/2555

b

c /

a

s

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

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Page 24

Calculation Sheet

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Foundation

5.5.2 Check of Pile Punching Shear

2500 2 5 0 0 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

b

c /

a

s

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