ACI

7/17/2019 ACI

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FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. ACI_SI

PROJECT/JOB NAME ACI

CLIENT NAME SI

SITE NAME 5-6

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME ISO SAMPLE

LOAD COMBINATION GROUP NAME

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

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

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Calculation Sheet

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Foundation

Project Na. : ACI

Project No. : ACI_SI

Client : SI

FOUNDATION LISTS

Group Name No. Description No. DescriptionISO-1 1 F1 2 F2

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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

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1. GENERAL

1.1 CODE & STANDARDItems Description

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

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

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

Unit System Input : SI, Output : SI, Calculation Unit : SI

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 Unit-01

Footing List F1, F2

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 FACTORSItems 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) 2




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Reinforcement (D10 ~ D16 , yield strength)

Reinforcement (D19 ~ , yield strength)

27.459 N/mm2

0.000 N/mm2

274.590 N/mm2

411.880 N/mm2

19.613 kN/m3

23.536 kN/m3

196.130 kN/mm2

24.615 kN/mm2

Clay , 0 kN/m2

274.59 kN/m2

0

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Safety factor against sliding for the SL1(FS1) 1.5




0.35


Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 DL DEAD LOAD

3 LL LIVE LOAD

4 WL WIND 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

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Friction factor (m )

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2. DRAWING REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION LOCATION P

ISO SAMPLE

S Q U A D C H E C K

P ROC ES S P IP IN G V ES SE LS ST RU CT . E LE C.

SCALE

AS SHOWN

JOB NO.

ACI_SI

MICROFILM

F1

1

F3

3

F4

4

F2

2

A01

1200

A02

12050

A03

3250

A04

04

1 0 0 0

03

1 3 0 0 0

02

1 5 0 0

01

Z X

Y

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OUTPUT UNIT

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REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* ANCHOR BOLT

1X20-M20 ANC. BOLTS (TYPE TYPE L)

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION DETAIL FO

F1

S Q U A D C H E C K


SCALE

AS SHOWN

JOB NO.

ACI_SI

MICROFILM

REV. DATE DESCRIPTION DRWNCHKD APPD APPD APPD

2150

1 1 5 0

3300

3 3 0 0

D19@200

D

1 9 @ 2 0 0

D19@200

D

1 9 @ 2 0 0

5 0 T Y P .TOP BOTTOM

LC FOOTING

FOUNDATION PLAN FOOTING REINF. PLAN

CRUSHED STONE 150 THK

LEAN CONC. 50 THK

2 5 G R .

2 0 0 0

5 0 0

OG EL. + 2000

5 0

8 0

7 5

1 0 0

D 1 6

@ 2 0 0

1 0 0

D25

7 5 P R O J .

SECTION

50

TYP.

D16

36-D25

700

7 0 0

100x7

1 0 0 x 7

PEDESTAL

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OUTPUT UNIT

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REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* ANCHOR BOLT

1X12-M20 ANC. BOLTS (TYPE TYPE L)

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION DETAIL FO

F2

S Q U A D C H E C K


SCALE

AS SHOWN

JOB NO.

ACI_SI

MICROFILM

REV. DATE DESCRIPTION DRWNCHKD APPD APPD APPD

1000

2 0 0 0

4000

4 0 0 0

D19@200

D

1 9 @ 2 0 0

D19@200

D

1 9 @ 2 0 0

5 0 T Y P .TOP BOTTOM

LC FOOTING

FOUNDATION PLAN FOOTING REINF. PLAN

CRUSHED STONE 150 THK

LEAN CONC. 50 THK

2 5 G R .

1 5 0 0

1 0 0 0

6 0 0

OG EL. + 500

5 0

8 0

7 5

1 0 0

D 1 6

@ 2 0 0

1 0 0

D19

7 5 P R O J .

SECTION

50

TYP.

D16

6-D19

1000

3 0

75 75

850

PEDESTAL

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3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

700 700

3300

3 3

0 0

The Origin coordinate

The Center of gravity (0,0) mm 5 0 0

2 0 0 0

( mm ) Ft. Name F1

Ft. Type

Area

Ft. Thickness 500.00 mm

Ft. Volume

Ft. Weight 128.154 kN

Soil Height 0.00 mm

Soil Volume

Soil Weight 0.000 kN


Self Weight (except Pr.SW) 128.154 kN

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

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ISO

10.890 m2

5.445 m3

0.000 m3

10.890 m2

5.445 m3

128.154 kN

0.000 m3

0.000 kN

23.065 kN

151.219 kN

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f

1000

4000

4 0 0 0

The Origin coordinate

The Center of gravity (0,0) mm 6

0 0

1 5 0 0

1 0 0 0

( mm ) Ft. Name F2

Ft. Type

Area

Ft. Thickness 600.00 mm

Ft. Volume

Ft. Weight 225.946 kN

Soil Height 1000.00 mm

Soil Volume

Soil Weight 298.412 kN


Self Weight (except Pr.SW) 524.357 kN

Section Data

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

F2 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 : kN , Area : m2 )

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

F1 1 Rectangle 700.000 700.000 2000.000 23.065 500.000 500.000

F2 2 Circle 1000.000 1000.000 1500.000 27.728 -1000.000 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

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ISO

16.000 m2

9.600 m3

15.215 m3

16.000 m2

9.600 m3

225.946 kN

15.215 m3

298.412 kN

27.728 kN

552.085 kN

0.490

0.785

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Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 DL DEAD LOAD

3 LL LIVE LOAD

4 WL WIND LOAD

Unit( kN , kN-m )

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

F11

1 0 0 -23.07 0 0

2 0 0 -784.53 0 0

3 0 0 -294.2 0 0

4 147.1 0 0 0 196.13

Footing SW 0.000 0.000 -128.154 0.000 0.000

F22

1 0 0 -27.73 0 0

2 0 0 -882.6 0 0

3 0 0 -196.13 0 0

4 0 117.68 0 -205.94 0

Footing SW 0.000 0.000 -524.357 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( kN , kN-m )

Ft.Name Pr.Name L.Comb.

1

1 0.000 0.000 -1078.731 0.000 0.000

2 110.325 0.000 -809.049 0.000 147.100

101 0.000 0.000 -1598.484 0.000 0.000102 187.552 0.000 -1198.863 0.000 250.070

2

1 0.000 0.000 -1078.731 0.000 0.000

2 0.000 88.260 -809.049 -154.455 0.000

101 0.000 0.000 -1569.064 0.000 0.000

102 0.000 150.042 -1176.798 -262.573 0.000

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Fx Fy Fz Mx My

F1

F2

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

Ft.Name Pr.Name L.Comb.

1

1 0.000 0.000 -1101.797 0.000 0.000

2 110.325 0.000 -832.114 0.000 422.912

101 0.000 0.000 -1630.775 0.000 0.000

102 187.552 0.000 -1223.081 0.000 718.950

2

1 0.000 0.000 -1106.459 0.000 0.000

2 0.000 88.260 -836.776 -339.800 0.000

101 0.000 0.000 -1607.883 0.000 0.000

102 0.000 150.042 -1205.912 -577.661 0.000

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( kN , kN-m )

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

1 0.000 0.000 -1229.950 -550.898 550.898 2097.9 , 2097.9

2 110.325 0.000 -960.267 -416.057 838.969 2083.3 , 2083.3

1 0.000 0.000 -1630.817 0.000 -1106.459 1321.5 , 2000.0

2 0.000 88.260 -1361.134 -339.801 -836.776 1385.2 , 2000.0

Load Combination of Ultimate Condition

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

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

S1101 0.000 0.000 -1810.190 -815.388 815.388 2113.6 , 2113.6

102 187.552 0.000 -1357.643 -611.541 1330.490 2102.6 , 2102.6

S1101 0.000 0.000 -2341.983 0.000 -1607.883 1245.9 , 2000.0

102 0.000 150.042 -1756.487 -577.661 -1205.912 1303.0 , 2000.0

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Fx Fy Fz Mx My

F1

F2

Fx Fy Fz Mx My

F1

F2

Fx

Fy

Fz

Mx

My

F1

F2

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4. CHECK OF STABILITY

4.1 CHECK OF SLIDING

Formula : (m

Fz + P.F

Fxor

m

Fz + P.F

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

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

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

F1X 2 1.5

Y 2 1.5

F2X 2 1.5

Y 2 1.5

4.2 CHECK OF OVERTURNING MOMENT

Formula : ( Mry / Moy or Mrx / Mox) > OVM(i) -> OK Unit ( kN-m )

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

F1X 2 2 NG

Y 2 2 OK

F2X 1 2 OK

Y 1 2 OK

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( m Fz + P.F) / Fx or (m Fz + H.P.F) / Fy

0.35 960.27 / 110.32 = 3.05 OK

Fy = 0 , Then N/A OK

Fx = 0 , Then N/A OK

0.35 1361.13 / 88.26 = 5.4 OK

Mry / Moy = OVM or Mrx / Mox = OVM

1584.44 / 838.97 = 1.89

1584.44 / 416.06 = 3.81

-3261.63 / -1106.46 = 2.95

Mo = 0 , Then N/A

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4.3 CHECK OF CONTACT PRESSURE

4.3.1 Contact Pressure Formula

'Handbook CONCRETE ENGINEERING' Second Edition edited by Mark Fintel

q1,q2 =Fz

Af

My X(i)

Iy or

Mx 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

F1

F2

4.3.3 Pressure Check

- Qa = Soil bearing capacity

- Uc = Uplift Allowable capacity

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

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

F1 2

F2 1

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

Ft.Name L.Comb. q1 q2 ci cj Qmax Qa Cont.A.R ResultF1 2

F2 1

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Af (m2

) Fl (m ) Fw (m ) Ix (m4

) Iy (m4

)

10.890 3.300 3.300 9.8827 9.8827

16.000 4.000 4.000 21.3333 21.3333

0.000 249.887 0.971 3.300 249.887 70.57 % OK274.586(gross)

205.672 0.000 0.000 3.965 205.672 99.11 % OK274.586(gross)

18.714 157.643 0.000 3.300 157.643 100 % OK274.586(gross)

101.926 101.926 0.000 4.000 101.926 100 % OK274.586(gross)

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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

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, Fl or Fw : Footing Length or Footing Width, Sl or Sw : Strip X or Y width

5.1.1 DataUnit( mm , kN , kN-m )

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

F1

S1 X101 3300.00 3300.00 1810.190 815.39 1630.775

102 3300.00 3300.00 1357.643 1330.49 1223.081

S1 Y101 3300.00 3300.00 1810.190 -815.388 1630.775

102 3300.00 3300.00 1357.643 -611.541 1223.081

F2

S1 X101 4000.00 4000.00 2341.983 -1607.88 1607.883

102 4000.00 4000.00 1756.487 -1205.91 1205.912

S1 Y101 4000.00 4000.00 2341.983 0.000 1607.883

102 4000.00 4000.00 1756.487 -577.661 1205.912

5.1.2 Design Parameters

Yield Strength - D10 ~ D16 : f y1 , D19 ~ : f y2

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(N/mm2,mm)

f'c fy1 fy2 f_cl f_clt f_clb

0.9 0.85 27.46 274.59 411.88 50.0 50.0

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Fz M Q

80.0

f(Flexure) f(Shear)

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5.2 REQUIRED REINFORCEMENT

5.2.1 Reinforcement Formula

- Shrinkage and temperature reinforcement

As = fac b h , fac = 0.002 ---- ACI CODE 7.12.2

- Required Reinforcement by Analysis

As As 2

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

As As 5

As As 4

- The requirements of Eq (6.3.2) need not be applied, if every section As provided is

at least one -third greater than that required by analysis

As2 = r .req b d

As3 = 1.333 r .req b d

As4 =1.4

f yb d

As5 =0.25 f ck

f yb d

Asmax = 0.75r b b d

r b = 0.85

b 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 < As max , 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

f

bd2 ,

f

= 0.9 ,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 (mm)

S1102 top 1.650 3.300 440.450 4870.860

101 botom 1.800 3.300 410.450 4870.860

Sec.Nam L.Comb.

S1102 top - -

101 bottom 0.850 0.0021

Sec.Nam L.Comb.

S1102 top 1485.000 - - 4940.466 4622.983 30886.720

101 bottom 1485.000 2849.486 3798.365 4603.961 4308.102 28782.960

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Loc. (m) As (mm2

)

17 - D19 @ 200

17 - D19 @ 200

Mu (kN-m) Rn r

.Req

-

425.503

As1(mm2

) As2(mm2

) As3(mm2

) As4(mm2

) As5(mm2

) Asmax(mm2

)

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Sec.Nam L.Comb. Result

S1

102 top 4870.860 1485.000

101 bottom 4870.860 3798.365

- Y direction (All Width)


S1102 top 1.650 3.300 421.350 4870.860

101 botom 1.800 3.300 391.350 4870.860

Sec.Nam L.Comb.

S1102 top - -

101 bottom 0.935 0.0023

Sec.Nam L.Comb.

S1102 top 1485.000 - - 4726.225 4422.508 29547.330

101 bottom 1485.000 2994.331 3991.443 4389.719 4107.627 27443.560


S1102 top 4870.860 1485.000

101 bottom 4870.860 3991.443

Footing Name : F2 GroupType : Isolated

- X direction (All Width)


S1102 top 2.000 4.000 540.450 6016.944

101 botom 1.443 4.000 510.450 6016.944

Sec.Nam L.Comb.

S1102 top - -

101 bottom 0.835 0.0021

Sec.Nam L.Comb.

S1102 top 2160.000 - - 7348.063 6875.863 45938.490

101 bottom 2160.000 4214.377 5617.765 6940.177 6494.188 43388.480


S1102 top 6016.944 2160.000

101 bottom 6016.944 5617.765

- Y direction (All Width)


S1102 top 2.000 4.000 521.350 6016.944

102 botom 2.443 4.000 491.350 6016.944

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Select As(mm2

)Using As(mm2

)

OK

OK

Loc. (m) As (mm2

)

17 - D19 @ 200

17 - D19 @ 200

Mu (kN-m) Rn r .Req

-

425.502

As1(mm

2

) As2(mm

2

) As3(mm

2

) As4(mm

2

) As5(mm

2

) Asmax(mm

2

)

Select As(mm2

)Using As(mm2

)

OK

OK

Loc. (m) As (mm2

)

21 - D19 @ 200

21 - D19 @ 200

Mu (kN-m) Rn r .Req

-

782.920

As1(mm2

) As2(mm2

) As3(mm2

) As4(mm2

) As5(mm2

) Asmax(mm2

)

Select As(mm2

)Using As(mm2

)

OK

OK

Loc. (m) As (mm2

)

21 - D19 @ 200

21 - D19 @ 200

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Sec.Nam L.Comb.

S1

102 top - -

102 bottom 0.836 0.0021

Sec.Nam L.Comb.

S1102 top 2160.000 - - 7088.375 6632.863 44314.980

102 bottom 2160.000 4063.980 5417.285 6680.490 6251.189 41764.970


S1102 top 6016.944 2160.000

102 bottom 6016.944 5417.285

5.3 ONE WAY SHEAR FORCE

5.3.1 One-Way Shear Formula - f Vc = 0.85 1/6 f ck B'w d

- Vu <= f Vc , then OK!!

5.3.2 Check of One-Way Shear

Footing Name : F1 GroupType : Isolated PileType : False

3300

3 3 0 0

2910

1 4 0 9

Unit : mm

- X direction One-Way Shear (All Width)


S1 102 2910 410.45 3300 1005.505 475.729 OK

- Y direction One-Way Shear (All Width)


S1 101 1409 391.35 3300 958.715 410.192 OK

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Mu (kN-m) Rn r .Req

-

726.706

As1(mm2

) As2(mm2

) As3(mm2

) As4(mm2

) As5(mm2

) Asmax(mm2

)

Select As(mm2

)Using As(mm2

)

OK

OK

Loc. (mm) d (mm) Bw (mm) f

Vc (kN) Vu (kN)

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

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Footing Name : F2 GroupType : Isolated PileType : False

4000

4 0 0 0

1953

2 9 3 4

Unit : mm

- X direction One-Way Shear (All Width)


S1 101 1953 510.45 4000 1515.735 595.403 OK

- Y direction One-Way Shear (All Width)


S1 102 2934 491.35 4000 1459.019 637.361 OK

10/16/2015




7/17/2019 ACI


Page 21

Calculation Sheet

of

Foundation

Project Na. : ACI


Client : SI

5.4 TWO WAY SHEAR FORCE

5.4.1 Two-Way Shear Formula

Vu = Fz Shade Ratio

f Vc1 = 0.85 1/6 (1 + 2/ b c) f ck bo d

f Vc2 = 0.85 1/6 (1 + s d / 2 bo) f ck bo d

f Vc3 = 0.85 1/3 f ck bo d

f Vc = Min(f Vc1 , f Vc2 , f Vc3)

Vu f Vc , then OK

where

b c = 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

3300

3 3 0 0

1

Ft.Name F1 Punching Area

Pr.Name 1 Ratio Shade

Shape Rectangle

L.Comb. 101

Pl 700 mm

Pw 700 mm

bo / d 4441.8 / 410.45 mm Vu

1 / 40 Result

4000

4 0 0 0

2

Ft.Name F2 Punching Area

Pr.Name 2 Ratio Shade

Shape Circle

L.Comb. 101

Pl 1000 mm

Pw 1000 mm

bo / d 4743.31 / 510.45 mm Vu

1 / 40 Result

10/16/2015

bc / s

f Vc1

f Vc2

f Vc3

f Vc

1.233 106 mm

2

0.887

4060.229 kN

3854.680 kN

2706.820 kN

2706.820 kN

1446.119 kN

OK

bc / s

f Vc1

f Vc2

f Vc3

f Vc

1.789 106 mm

2

0.888

5392.204 kN

5665.936 kN

3594.802 kN

3594.802 kN

1428.104 kN

OK

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