Perencanaan Analisis Pondasi Bayah

5/19/2018 Perencanaan Analisis Pondasi Bayah

1/29

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. 5

PROJECT/JOB NAME Perencanaan Pondasi Batching Plant Bayah

CLIENT NAME Motive Mulia

SITE NAME Area Banten

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME Pondasi Bayah

LOAD COMBINATION GROUP NAME

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

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


2/29

Page 1

Calculation Sheet

of

Foundation

Project Na. : Perencanaan Pondasi Batchi

Project No. : 5

Client : Motive Mulia

FOUNDATION LISTS

Group Name No. Description No. DescriptionPONDASIBYH 1 F1

27/10/2014



3/29

Page 2

Calculation Sheet

of

Foundation


Project No. : 5


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

27/10/2014



4/29

Page 3

Calculation Sheet

of

Foundation


Project No. : 5


1. GENERAL

1.1 CODE & STANDARDItems Description

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

Horizontal Force for Wind AMERICAN SOCIETY OF CIVIL ENGINEERS [ASCE 7-05]

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 Unit-01

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 FACTORSItems 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




27/10/2014


Reinforcement (D10 ~ D16 , yield strength)

Reinforcement (D19 ~ , yield strength)

350.000 kgf/cm2

0.000 kgf/cm2

40000.000 kgf/cm2

40000.000 kgf/cm2

1.600 ton/m3

2.400 ton/m3

2.000 109 kgf/cm

2

250998.000 kgf/cm2

Clay , 0 tonf/m2

4000 tonf/m2

0


5/29

Page 4

Calculation Sheet

of

Foundation


Project No. : 5


Safety factor against sliding for the SL1(FS1) 1.5




0.35


Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 Bundle BUNDLE FULL LOAD

Comb . ID Load Combination for stability

1 1.0 SW + 1.0 Bundle

Comb . ID Load Combination for Reinforcement

2 1.0 SW + 1.0 Bundle

27/10/2014


Friction factor (m )


6/29

2. DRAWING REFERENCE DWGNO. DWG NO. DWG T

N O T E S

* OUTPUT UNIT : mm

Perencanaan Pondasi Batching Plant Bayah

FOUNDATION LOCATION PLA

Pondasi Bayah

SQUADCHECK

PRO CE SS PIPIN G V ES SE LS S TR UC T. E

SCALE

AS SHOWN

JOB NO.

5

MICR

F1

1 2

3 4

5 6

7 8

9 10

11 12

13 14

15 16

A01

01

Z X

Y

27/10/2014



7/29

OUTPUT U

27/10/2014



8/29

REFERENCE DWG

NO. DWG NO. DWG T

N O T E S

* OUTPUT UNIT : mm


FOUNDATION DETAIL FOR

F1

SQUADCHECK


SCALE

AS SHOWN

JOB NO.

5

MICR

REV. DATE DESCRIPTION DRWN

CHKDAPPDAPPDAPPD

1 2

3 4

5 6

7 8

9 10

11 12

13 14

15 16

LC FOOTING

LC

FOOTING

2068.5

2263

6937

2263

2068.5

1468.5

2263

2337

2263

1468

.5

15600

9800

FOUNDATION PLAN

27/10/2014



9/29

REFERENCE DWG

NO. DWG NO. DWG T

N O T E S

* OUTPUT UNIT : mm


FOUNDATION DETAIL FOR

F1

SQUADCHECK


SCALE

AS SHOWN

JOB NO.

5

MICR

REV. DATE DESCRIPTION DRWN

CHKDAPPDAPPDAPPD

LC FOOTING

D16@150

D16@150

3 TYP

.

D16@150

D16@150

TOP BOTTOM

REINFORCEMENT PLAN

27/10/2014



10/29

OUTPUT U

1 2

3 4

5 6

7 8

9 10

11 12

13 14

15 16

800

CRUSHED STONE 100 TH

LEAN CONC. 50 THK

1 2 9 10

ELEVATION S1 - X

27/10/2014



11/29


12/29


13/29


14/29

Page 13

Calculation Sheet

of

Foundation


Project No. : 5


3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

600 600

1

600 600

2

600 600

3

600 600

4

600 600

5

600 600

6

600 600

7

600 600

8

600 600

9

600 600

10

600 600

11

600 600

12

600 600

13

600 600

14

600 600

15

600 600

16

15600

98

00

The Origin coordinate

The Center of gravity (0,0) mm

800

200

( mm )

Ft. Name F1

Ft. Type

Area

Ft. Thickness 800.00 mm

Ft. Volume

Ft. Weight 293.530 tonf

Soil Height 0.00 mm

Soil Volume

Soil Weight 0.000 tonf

Buoyancy Not Consider

Self Weight (except Pr.SW) 293.530 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 600.000 600.000 200.000 0.173 -5731.500 -3431.50

2 Rectangle 600.000 600.000 200.000 0.173 -3468.500 -3431.50

3 Rectangle 600.000 600.000 200.000 0.173 -5731.500 -1168.50

4 Rectangle 600.000 600.000 200.000 0.173 -3468.500 -1168.50

5 Rectangle 600.000 600.000 200.000 0.173 -5731.500 1168.50

6 Rectangle 600.000 600.000 200.000 0.173 -3468.500 1168.50

7 Rectangle 600.000 600.000 200.000 0.173 -5731.500 3431.50

8 Rectangle 600.000 600.000 200.000 0.173 -3468.500 3431.50

27/10/2014


MAT

152.880 m2

122.304 m3

0.000 m3

152.880 m2

122.304 m3

293.530 tonf

0.000 m3

0.000 tonf

2.765 tonf

296.294 tonf

0.360

0.360

0.360

0.360

0.360

0.360

0.360

0.360


15/29

Page 14

Calculation Sheet

of

Foundation


Project No. : 5


9 Rectangle 600.000 600.000 200.000 0.173 3468.500 -3431.50

10 Rectangle 600.000 600.000 200.000 0.173 5731.500 -3431.50

11 Rectangle 600.000 600.000 200.000 0.173 3468.500 -1168.50

12 Rectangle 600.000 600.000 200.000 0.173 5731.500 -1168.50

13 Rectangle 600.000 600.000 200.000 0.173 3468.500 1168.50

14 Rectangle 600.000 600.000 200.000 0.173 5731.500 1168.50

15 Rectangle 600.000 600.000 200.000 0.173 3468.500 3431.50

16 Rectangle 600.000 600.000 200.000 0.173 5731.500 3431.50

3.3 LOAD CASE

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

Fx

Fy

Fz

Mx

My

Mz

Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 Bundle BUNDLE FULL LOAD

Unit( tonf , tonf-m )

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

F1

11 0 0 -0.17 0

2 6.58 6.58 87.24 -0.21 0.2

21 0 0 -0.17 0

2 -6.58 6.58 87.24 -0.21 -0.2

31 0 0 -0.17 0

2 6.58 -6.58 87.24 0.21 0.2

41 0 0 -0.17 0

2 -6.58 -6.58 87.24 0.21 -0.2

51 0 0 -0.17 0

2 6.58 6.58 87.24 -0.21 0.2

61 0 0 -0.17 0

2 -6.58 6.58 87.24 -0.21 -0.2

71 0 0 -0.17 0

2 6.58 -6.58 87.24 0.21 0.2

81 0 0 -0.17 0

2 -6.58 -6.58 87.24 0.21 -0.2

91 0 0 -0.17 0

2 6.58 6.58 87.24 -0.21 0.2

101 0 0 -0.17 0

2 -6.58 6.58 87.24 -0.21 -0.2

111 0 0 -0.17 0

2 6.58 -6.58 87.24 0.21 0.2

121 0 0 -0.17 0

2 -6.58 -6.58 87.24 0.21 -0.2

131 0 0 -0.17 0

2 6.58 6.58 87.24 -0.21 0.2

14 1 0 0 -0.17 0

27/10/2014


0.360

0.360

0.360

0.360

0.360

0.360

0.360

0.360


16/29

Page 15

Calculation Sheet

of

Foundation


Project No. : 5


2 -6.58 6.58 87.24 -0.21 -0.2

151 0 0 -0.17 0

2 6.58 -6.58 87.24 0.21 0.2

161 0 0 -0.17 0

2 -6.58 -6.58 87.24 0.21 -0.2

Footing SW 0.000 0.000 -293.530 0.000 0.00


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 6.581 6.581 87.241 -0.208 0.20

2 6.581 6.581 87.241 -0.208 0.20

21 -6.581 6.581 87.241 -0.208 -0.20

2 -6.581 6.581 87.241 -0.208 -0.20

31 6.581 -6.581 87.241 0.208 0.20

2 6.581 -6.581 87.241 0.208 0.20

41 -6.581 -6.581 87.241 0.208 -0.20

2 -6.581 -6.581 87.241 0.208 -0.20

51 6.581 6.581 87.241 -0.208 0.20

2 6.581 6.581 87.241 -0.208 0.20

61 -6.581 6.581 87.241 -0.208 -0.20

2 -6.581 6.581 87.241 -0.208 -0.20

71 6.581 -6.581 87.241 0.208 0.20

2 6.581 -6.581 87.241 0.208 0.20

81 -6.581 -6.581 87.241 0.208 -0.20

2 -6.581 -6.581 87.241 0.208 -0.20

91 6.581 6.581 87.241 -0.208 0.20

2 6.581 6.581 87.241 -0.208 0.20

101 -6.581 6.581 87.241 -0.208 -0.20

2 -6.581 6.581 87.241 -0.208 -0.20

111 6.581 -6.581 87.241 0.208 0.20

2 6.581 -6.581 87.241 0.208 0.20

121 -6.581 -6.581 87.241 0.208 -0.20

2 -6.581 -6.581 87.241 0.208 -0.20

13 1 6.581 6.581 87.241 -0.208 0.20

27/10/2014


Fx Fy Fz Mx M

F1


17/29

Page 16

Calculation Sheet

of

Foundation


Project No. : 5


2 6.581 6.581 87.241 -0.208 0.20

141 -6.581 6.581 87.241 -0.208 -0.20

2 -6.581 6.581 87.241 -0.208 -0.20

151 6.581 -6.581 87.241 0.208 0.20

2 6.581 -6.581 87.241 0.208 0.20

161 -6.581 -6.581 87.241 0.208 -0.20

2 -6.581 -6.581 87.241 0.208 -0.20

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

Ft.Name Pr.Name L.Comb.

11 6.581 6.581 87.068 -6.789 6.78

2 6.581 6.581 87.068 -6.789 6.78

2

1 -6.581 6.581 87.068 -6.789 -6.78

2 -6.581 6.581 87.068 -6.789 -6.78

31 6.581 -6.581 87.068 6.789 6.78

2 6.581 -6.581 87.068 6.789 6.78

41 -6.581 -6.581 87.068 6.789 -6.78

2 -6.581 -6.581 87.068 6.789 -6.78

51 6.581 6.581 87.068 -6.789 6.78

2 6.581 6.581 87.068 -6.789 6.78

61 -6.581 6.581 87.068 -6.789 -6.78

2 -6.581 6.581 87.068 -6.789 -6.78

71 6.581 -6.581 87.068 6.789 6.78

2 6.581 -6.581 87.068 6.789 6.78

8

1 -6.581 -6.581 87.068 6.789 -6.78

2 -6.581 -6.581 87.068 6.789 -6.78

91 6.581 6.581 87.068 -6.789 6.78

2 6.581 6.581 87.068 -6.789 6.78

101 -6.581 6.581 87.068 -6.789 -6.78

2 -6.581 6.581 87.068 -6.789 -6.78

111 6.581 -6.581 87.068 6.789 6.78

2 6.581 -6.581 87.068 6.789 6.78

121 -6.581 -6.581 87.068 6.789 -6.78

2 -6.581 -6.581 87.068 6.789 -6.78

131 6.581 6.581 87.068 -6.789 6.78

2 6.581 6.581 87.068 -6.789 6.78

14

1 -6.581 6.581 87.068 -6.789 -6.78

2 -6.581 6.581 87.068 -6.789 -6.78

151 6.581 -6.581 87.068 6.789 6.78

2 6.581 -6.581 87.068 6.789 6.78

161 -6.581 -6.581 87.068 6.789 -6.78

2 -6.581 -6.581 87.068 6.789 -6.78

27/10/2014


Fx Fy Fz Mx M

F1


18/29

Page 17

Calculation Sheet

of

Foundation


Project No. : 5


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 Load

1 0.000 0.000 1099.565 0.000 0.000 7800.0 , 4900

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 Load

S1 2 0.000 0.000 1099.565 0.000 0.000 7800.0 , 4900

27/10/2014


Fx Fy Fz Mx My

F1

Fx Fy Fz Mx My

F1


19/29

Page 18

Calculation Sheet

of

Foundation


Project No. : 5


4. CHECK OF STABILITY

4.1 CHECK OF SLIDINGFormula : (

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 ( tonf

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

F1X 1 1.8

Y 1 1.8

4.2 CHECK OF OVERTURNING MOMENT

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

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

F1X 1 1.5 N/A

Y 1 1.5 N/A

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

orMx Y(i)

Ix

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

by following formula

Px =

L

0q(x) width(x) X dx

L

0q(x) width(x) dx

P = L0q(x) width(x) dx

4.3.2 Input Data

Ft.Name

F1

27/10/2014


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

Fx = 0 , Then N/A OK

Fy = 0 , Then N/A OK

Mry / Moy = OVM or Mrx / Mox = OVM

Fz > 0 , Then N/A

Fz > 0 , Then N/A

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

4) Iy(m

4)

152.880 15.600 9.800 1223.5500 3100.4070


20/29

Page 19

Calculation Sheet

of

Foundation


Project No. : 5


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

F1 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

F1 1

27/10/2014


-7.192 -7.192 0.000 15.600 -1099.6 -100 % OK5333.2(gross)

-7.192 -7.192 0.000 9.800 -1099.6 -100 % OK5333.2(gross)


21/29

Page 20

Calculation Sheet

of

Foundation


Project No. : 5


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 , 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

F1S1 X 2 15600.00 9800.00 -1099.565 0.00 -1393.094

S1 Y 2 9800.00 15600.00 -1099.565 0.000 -1393.094

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

0.85 0.8 350.00 40000.00 40000.00 3.0 3.0

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

27/10/2014


Fz M Q

3.0

f(Flexure) f(Shear)


22/29

Page 21

Calculation Sheet

of

Foundation


Project No. : 5


As5=3 fck

fyb d

Asmax= 0.75r

b b d

r b= 0.85 b 1fck

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

f bd2 , f = 0.85 , r .req =

0.85 fck

fy ( 1 - 1 -

2Rn

0.85fck )

5.2.2 Check of Footing Reinforcement

Footing Name : F1 GroupType : Mat_Foundation

- X direction (All Width)

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

S12 top 11.569 9.800 78.905 133.033

2 botom 7.764 9.800 78.905 133.033

Sec.Nam L.Comb.

S12 top 3.779 0.0001

2 bottom 3.794 0.0001

Sec.Nam L.Comb.

S12 top 54.880 7.353 9.802 27.183 28.769 364.210

2 bottom 54.880 7.383 9.841 27.183 28.769 364.210

Sec.Nam L.Comb. Result

S12 top 133.033 54.880

2 bottom 133.033 54.880

- Y direction (All Width)

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

S12 top 1.769 15.600 77.315 208.484

2 botom 4.908 15.600 77.315 208.484

Sec.Nam L.Comb.

S12 top 0.969 0.0000

2 bottom 0.518 0.0000

Sec.Nam L.Comb.

S12 top 87.360 2.926 3.900 42.399 44.873 568.080

2 bottom 87.360 1.564 2.084 42.399 44.873 568.080

27/10/2014


Loc. (m) As (cm2)

67 - D16 @ 150

67 - D16 @ 150

Mu (tonf-m) Rn r.Req

196.000

196.787

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)

105 - D16 @ 150

105 - D16 @ 150

Mu (tonf-m) Rn r.Req

76.786

41.066

As1(cm2) As2(cm

2) As3(cm

2) As4(cm

2) As5(cm

2) Asmax(cm

2)


23/29

Page 22

Calculation Sheet

of

Foundation


Project No. : 5


Sec.Nam L.Comb. Result

S1

2 top 208.484 87.360

2 bottom 208.484 87.360

27/10/2014


Select As(cm2)Using As(cm

2)

OK

OK


24/29


25/29


26/29

Page 25

Calculation Sheet

of

Foundation


Project No. : 5


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= 0.8 2 fck B'w d (eq 11-3)

- Vu


27/29


28/29


29/29

Page 28

Calculation Sheet

of

Foundation


Project No. : 5


5.4 TWO WAY SHEAR FORCE

5.4.1 Two-Way Shear Formula

Vu = Fz Shade Ratio

(a) f Vc1= 0.8 2 (1 + 2/b c) fck bo d (eq 11-33)

Documents

Perencanaan Analisis Pondasi Bayah