Desain Pondasi Tanki 550 m3 Tahan Gempa

7/23/2019 Desain Pondasi Tanki 550 m3 Tahan Gempa

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DESAIN PONDASI TANGKI

550 M3 TAHAN GEMPA

DENGAN BANTUAN PROGRAM AFES 3.0

DAPI SYAMSUDIN. ST



FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. DP ENGINEERING

PROJECT/JOB NAME TANGKI 550 M3 CLIENT NAME -



Page 1

Calculation Sheet

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Foundation

Project Na. : TANGKI 550 M3

Project No. : DP ENGINEERING

Client : -

FOUNDATION LISTS

Group Name No. Description No. Description

TANK600M3 1 F1

11/13/2014



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Client : -

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

2.2 DETAIL SKETCH

3. FOUNDATION DATA

3.1 FOOTING DATA

3.2 PIER DATA

3.3 SECTION DATA

3.4 LOAD CASE


4 CHECK OF STABILITY

11/13/2014



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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 (fck : compressive strength)

Lean Concrete (Lfck : 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 Industry Water Tank 500 m3

11/13/2014

Reinforcement (10M ~ 16M , yield strength)Reinforcement (19M ~ , yield strength)

250.000 kgf/cm2

150.000 kgf/cm2

2400.000 kgf/cm

2

3900.000 kgf/cm2

1.800 ton/m3

2.400 ton/m3

2.000 106 kgf/cm

2

235000.000 kgf/cm2



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Allowable Increase of Pile Uplift (Wind) 0 %

Allowable Increase of Pile Uplift (Seismic) 0 %

Allowable Increase of Pile Uplift (Test) 0 %

Safety factor against overturning for OVM1(FO1) 2




Safety factor against sliding for the SL1(FS1) 2




0.35

1.4 LOAD COMBINATIONComb . ID Load Combination for stability

10 1.0 SW + 1.0 Empty

11 1.0 SW + 1.0 WL + 1.0 Empty

12 1.0 SW + 1.0 SL2 + 1.0 Empty

21 1.0 SW + 1.0 Operation

22 1.0 SW + 1.0 WL + 1.0 Operation

23 1.0 SW + 1.0 SL2 + 1.0 Operation

31 1.0 SW + 1.0 Test

32 1 0 SW + 25 WL + 1 0 Empty

11/13/2014

Friction factor (m )



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2. DRAWING

2.1 LOCATION PLAN

2.2 DETAIL SKETCH

11/13/2014



REFERENCE DWGS

NO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

TANGKI 550 M3 PROJECT

FOUNDATION LOCATION PLAN

PROYEK TANKI 550 M3

S Q U A D C H E C K

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

DP ENGINEERING

MICROFILM NO.

F1 1

A01

01

Z X

Y

11/13/2014 Page 6



2.2 DETAIL SKETCH

OUTPUT UNIT : mm

11/13/2014 Page 7



REFERENCE DWGS

NO. DWG NO. DWG TITLE

N O T E S

* PILE

21-¡à350 Industry Water Tank 500 m3

( ¥èi = 360¢ª, 360¢ª )

( PCD = 7300, 4800( PCD = 7300, 4800 )

* ANCHOR BOLT

1X4-M12 ANC. BOLTS (TYPE TYPE L)

* OUTPUT UNIT : mm

TANGKI 550 M3 PROJECT

FOUNDATION DETAIL FOR

F1

S Q U A D C H E C K

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

DP ENGINEERING

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPDAPPDAPPD

4500x2

4 5 0 0 x 2

500 500 7000 500 500

9000

13M@150

1 3 M @ 1 5 0

13M@150

1 3 M @ 1 5 0

5 0 T Y P .

LC FOOTING

TOP BOTTOM

FOUNDATION PLAN FOOTING REINF. PLAN

7 5 P R O J

.

7 0

2 - 1 3 M

5 0

19M

LEAN CONC. 100 THK

3 0 G R O U T

3 0 0

1 0 0

TOG EL. + 400

8 0 0

SECTION

3750

500

3750

3

7 5 0

5 0 0

3 7 5 0

PEDESTAL

8000

500

LC PED.

REBAR

5 0 0

19M@200

5 0 ( T Y

P . )

2 - 1 3 M

PEDESTAL REBAR ARRANGEMENT

11/13/2014 Page 8



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3. FOUNDATION DATA

3.1 FOOTING DATA

9000

The Origin coordinate

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

8 0 0

1 0 0

3 0 0

Unit : mmFt. Name F1

Ft. Type

Area

Ft. Thickness 800.00 mm

Ft. Volume

Ft. Weight 122.146 tonf

Outer Soil Height -300.00 mm

Soil Volume

Soil Weight 0.000 tonf

Buoyancy Not Consider

Self Weight (except Pr.SW) 122.146 tonf

11/13/2014

TANK 1

63.617 m2

50.894 m3

0.000 m3



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3.3 SECTION DATA

9000 Unit : mm

Ft.Name / Sec.Name F1 / S1

Direction All Direct Section Area

F.Volume F.Weight

S.Volume S.Weight

Pier Wt Total Weight

3.4 LOAD CASE

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

Fx

Fy

Fz

Mx

My

Mz

Index Load Case Name

11/13/2014

63.617 m2

50.894 m3

122.146 tonf

0.000 m3 0.000 tonf

9.755 tonf 131.900 tonf



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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

3.5.1 Load Combination in Pier Top (Without SW)Unit( tonf , tonf-m )

Ft.Name Pr.Name L.Comb.

1

10 0.000 0.000 -20.000 0.000 0.000

11 12.280 0.000 -20.000 0.000 70.590

12 92.650 0.000 -20.000 0.000 532.760

21 0.000 0.000 -550.000 0.000 0.000

22 12.280 0.000 -550.000 0.000 70.590

23 92.650 0.000 -550.000 0.000 532.760

31 0.000 0.000 -600.000 0.000 0.000

32 3.070 0.000 -20.000 0.000 17.647

100 0.000 0.000 -28.000 0.000 0.000

101 15.964 0.000 -18.000 0.000 91.767

102 132.490 0.000 -18.000 0.000 761.847

11/13/2014

Fx Fy Fz Mx My

F1



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121 5.219 0.000 -853.656 0.000 34.698

3.5.3 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

10 0.000 0.000 -151.900 0.000 0.000 4500.0 , 4500.0

11 12.280 0.000 -151.900 0.000 81.642 4500.0 , 4500.0

12 92.650 0.000 -151.900 0.000 616.145 4500.0 , 4500.0

21 0.000 0.000 -681.900 0.000 0.000 4500.0 , 4500.0

22 12.280 0.000 -681.900 0.000 81.642 4500.0 , 4500.0

23 92.650 0.000 -681.900 0.000 616.145 4500.0 , 4500.0

31 0.000 0.000 -731.900 0.000 0.000 4500.0 , 4500.0

32 3.070 0.000 -151.900 0.000 20.411 4500.0 , 4500.0

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.Nam L.Comb. C.G. of Loads

100 0.000 0.000 -41.656 0.000 0.000 4500.0 , 4500.0

101 15.964 0.000 -26.779 0.000 106.135 4500.0 , 4500.0

102 132.490 0.000 -26.779 0.000 881.087 4500.0 , 4500.0

11/13/2014

Fx

Fy

Fz

Mx

My

F1 p

Fx Fy Fz Mx My



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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 =Fz

Np

My X

Xi2

Mx Y

Yi2

- Ru = Rmax

- Uf = Min[ 0 , Rmin ]

- Ru < Va => OK

b. Horizontal - Hmax =(

Hxi2 + Hyi

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 21 9000 9000 105.86 105.85

Unit( tonf )

Ft.Name L.Comb. Pile Result

F1 23 Industry 53.717 11.226 53.717 0 55 16

4.1.3 Check Of Horizontal Reaction

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

Industry

11/13/2014

Xi2 (m

2) Yi

2 (m

2)

R Max R Min Ru Uf Ra Ua

OK



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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

S1 X

100 9000.00 9000.00 41.656 0.00 41.656

101 9000.00 9000.00 26.779 106.13 26.779

102 9000.00 9000.00 26.779 881.09 26.779

110 9000.00 9000.00 41.656 0.00 41.656

111 9000.00 9000.00 853.656 138.79 853.656

112 9000.00 9000.00 41.656 862.60 41.656

121 9000.00 9000.00 853.656 34.70 853.656

S1 Y

100 9000.00 9000.00 41.656 0.000 41.656

101 9000.00 9000.00 26.779 0.000 26.779

102 9000.00 9000.00 26.779 0.000 26.779

110 9000.00 9000.00 41.656 0.000 41.656

111 9000.00 9000.00 853.656 0.000 853.656

112 9000.00 9000.00 41.656 0.000 41.656

11/13/2014

Fz M Q

F1 p



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5.2 RING WALL DESIGN

5.2.1 Ring Wall Formula

Definitions,

W : Weight of tank shell plus the tributary weight

of a cone roof per feet of circumference (tonf/m)

N : Thickness of tank shell plate

BPT : Bottom Plate Thickness

D : Tank diameter

f

: Angle of internal friction of soil

H : Height of tank (Height of liquid)

h : Height of ring wall

h1,h2 : Filling material height of ring wall

g s1,g s2 : Unit weight of soil under tank (ton/m3)

g s =g s1 h1 + g s2 h2

h1 + h2

q = Unit weight of tank fluid (ton/m3)

g

c = Unit weight of concrete (ton/m3)

F = Radial outward force on ringwall

T = Axial tension in ring

Ko = Rest Earth Pressure Coefficient

Minimum required thickness of ringwall

The center-to-center diameter of ring wall is equal to the nominal tank diameter.

The tank diameter is 4572mm or more

If above assumptions are not applicable, an alternate foundation type shall be used.

W =EmptyLoad - Bottom Plate Weight

p

tank diameter(tonf/m)

11/13/2014



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Horizontal reinforcement of ringwallFPu1

Pu2

Pu3 Pu4

T

a

n

k

q

Hg s1

g s2

h 1

h 2

t

F

T

T

D

Pu1 = ko ( h1 + h2 ) q H Pu2 = 1/2 kog s1 h1

2

Pu3 = kog s1 h1 * h2 Pu4 = 1/2 ko

g s2 h22

F = Pu1 + Pu2 + Pu3 + Pu4

T = 1/2 F D , the F(horizontal force) causes a hoop tension in the ring wall

Req'd As = Load FactorT

f

f y , f = 0.9

Req'd As must not be less than that required for temperature

& shrinkage reinforcement.

fac : Shrinkage And Temperature Factor

Reinforcement is more than 60000 psi and 10M ~ 16M..............fac = 0.002

else case......................................................................................fac = 0.0025

As.Min = factors (By Design Code) ringwall cross section area

Req'd As = Required steel area to resist entire axial tension

Vertical reinforcement of ringwall

Mu = Load Factor ( Pu1 1/2 ( h1 + h2 ) + Pu2 (1/3 h1 + h2 ) + Pu3 1/2 h2 + Pu4 1/3 h2 )

Selected As = Max ( fac b h , r .req b d , Min ( 1.333 r .req b d , Max (200

f yb d ,

3 f ck

f yb d ) ) )

fac : Shrinkage And Temperature Factor

Reinforcement is more than 60000 psi and 10M ~ 16M..............fac = 0.0012

else case......................................................................................fac = 0.0015

Rn =Mu

f

bd2 , f = 0.9 , r .req =

0.85 fck

fy ( 1 - 1 -

2Rn

0.85fck )

Asmax = 0.75 r b b d

r b = 0.85 b 1 f ck

f y

0.003 Es

0.003 Es + f y If Selected As < Using As < Asmax , then OK!!

When Fdn type is block, Selected As = fac b h

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5.3 REQUIRED REINFORCEMENT

5.3.1 Reinforcement Formula

- Shrinkage And Temperature Reinforcement ---- ACI CODE 7.12.2

As As1 = 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 exceeding 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 = r

.req b d

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

As (As5 =3 f ck

f ybw d) (As4 =

200

f yb d) ---- 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

As3 = 1.333 r .req b d

Asmax = 0.75 r 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 < 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,

RMu

0 90.85 fck

( 1 12Rn

)

11/13/2014



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- Y direction (Unit Width)

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

S1121 top 4.500 1.000 73.050 8.853

121 botom 8.045 1.000 63.050 8.853

Sec.Name L.Comb.

S1

121 top - -

121 bottom 0.228 0.0001

Sec.Name L.Comb.

S1121 top 8.000 - - 42.799 38.282 294.523

121 bottom 8.000 0.599 0.798 36.940 33.042 254.205

Sec.Name L.Comb. Result

S1121 top 8.853 8.000

121 bottom 8.853 8.000

11/13/2014

Loc. (m) As (cm2)

6.67 - 13M @ 150

6.67 - 13M @ 150

Mu (tonf-m) Rn r.Req

-

0.815

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



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5.4 ONE WAY SHEAR FORCE

5.4.1 One-Way Shear Formula

ACI 318-05 CODE 11.3.1.1

- For members subject to shear and flexure only.

- f Vc = 0.75 2 f ck B'w d (eq 11-3)

- Vu <= f Vc , then OK!!

5.4.2 Check of One-Way Shear

Footing Name : F1 GroupType : Tank_1 PileType : True

9000

8945

8 9 4 5

Unit : mm

- X direction One-Way Shear (Unit Width)

11/13/2014



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5.5 TWO WAY SHEAR FORCE

5.5.1 Two-Way Shear Formula

Vu = Fz Shade Ratio

(a) f Vc1 = 0.75 2 (1 + 2/b c) f ck bo d (eq 11-33) <- Vc1

(b) f Vc2 = 0.75 2 (1 + s d / 2 bo) f ck bo d (eq 11-34) <- Vc2

(c) f Vc3 = 0.75 4 f ck bo d (eq 11-35) <- Vc3

f

Vc = Min(f

Vc1 , f

Vc2 , f

Vc3) ACI 318-05 CODE 11.12.2.1

Vuf

Vc , then OK where

b = 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

5.5.2 Check of Two-WayShear

9000

Ft.Name F1 Punching Area

Pr.Name 1 Pile effect

Shape CircleWall

L.Comb. 121

Pl 8000 mm

11/13/2014

f Vc1

f Vc2

f Vc3

585829.500 cm2

0 / 21

3295.253 tonf

1619.229 tonf

2196.835 tonf



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5.6.2 Check of Pile Punching Shear

9000

12

3

4

5

67

8

9

10

11

12

1314

15

16

17 18

19

20

21

Ft.Name F1 Punching Area

Pile No. 10 1 / 40

Shape Square

L.Comb. 111

PileNameIndustry Water Tank

500 m3

Diameter 350mm

bo 3974mm Vu

d 643.5mm Result

11/13/2014

bc / s

f Vc1

f Vc2

f Vc3

f Vc

9870.423 cm2

482.449 tonf

681.628 tonf

321.633 tonf

321.633 tonf

53.579 tonf

OK



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SUMMARY REPORT FOR FOUNDATION DESIGN

Project Information

Project Name TANGKI 550 M3

Structure Name PROYEK TANKI 550 M3

1. Check of Pile Reaction (Bi-Axial)

1.1 Check of Vertical (Unit : tonf)

Ft.Name # L/C Pile Ru Uf Ra Ua Result

F1

10 Industry 7.233 0 55 16

11 Industry 10.048 0 55 16

12 Industry 28.479 -14.012 55 16

21 Industry 32.471 0 55 16

22 Industry 35.287 0 55 16

23 Industry 53.717 0 55 16

31 Industry 34.852 0 55 16

32 Industry 7.937 0 55 16

1.2 Check of Horizontal (Unit : tonf)

Ft.Name # L/C Pile H Max Ha Result

10 Industry 0 6

11

Industry

0.6 612 Industry 4.4 6

21 Industry 0 6

11/13/2014

OK

OK

OK

OK

OK

OK

OK

OK

OK

OKOK

OK



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102 8.00 / 8.00 8.85 / 8.85

110 8.00 / 8.00 8.85 / 8.85

111 8.00 / 8.00 8.85 / 8.85

112 8.00 / 8.00 8.85 / 8.85

121 8.00 / 8.00 8.85 / 8.85

(Unit : mm,cm2)

Ft.NameSec.Nam

# L/C T.Used(Wall) / T.min(Wall) Used As(Wall) / Req.As(Wall) ResultF1 Wall - 500.00 / 304.80 2.65 / 1.98

2.2 Check of One Way Shear (Unit : tonf)

Ft.Name Sec.Nam # L/C Result

F1

S1 (X)

100 40.47 0.00

101 40.47 0.00

102 40.47 0.00

110 40.47 0.00

111 40.47 0.00

112 40.47 0.00

121 40.47 0.00

S1 (Y)

100 39.65 0.00

101 39.65 0.00

102 39.65 0.00

110 39.65 0.00

111 39.65 0.00

11/13/2014

OK / OK

OK / OK

OK / OK

OK / OK

OK / OK

OK / OK

VuVc

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK



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Client : -

111 10 321.633 53.579

112 10 321.633 39.870

121 10 321.633 49.990

11/13/2014

OK

OK

OK



COLUMN CALCULATION SHEET

One-Stop Solution for Column

TITLE DESCRIPTION

PROJECT/JOB NO. DP ENGINEERING

PROJECT/JOB NAME TANGKI 550 M3

CLIENT NAME -

11/13/2014



Page 1

Calculation Sheet

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Pier



Client : -

CONTENTS

1. INPUT DATA

1.1 GENERAL

1.2 PIER DATA

1.3 LOADING DATA

2. PM DIAGRAM

2.1 FORMULA

2.2 PM DIAGRAM & ANALYSIS

2.3 ANALYSIS & RESULT

2.4 DETAIL PM DIAGRAM

3. ONE-WAY SHEAR

3.1 FORMULA

3.2 ONE-WAY SHEAR

11/13/2014



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1. INPUT DATA

1.1 General

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

Input Unit MKS Output Unit MKS

0.9 0.9 0.7 0.65 0.75

fck Ec Es Steel Db Cover

50 mm

1.2 Pier Data

8000500 50

Pier Name 1 Ver Bar

Pier Shape CircleWall Tie Bar

Width 8000 mm Fck

Length 8000 mm fy

Height 100 mm Using As

dx 7927.5 mm dy 7927.5 mm

Main Bar

Bar Check

1.3 Loading Data

11/13/2014

f Bending f Axial f Sprial reinf. f Tied reinf. f Shear

fy (10M ~ 16M) fy (19M ~)

250 kgf/cm2

2400 kgf/cm2

3900 kgf/cm2

235000 kgf/cm2

2000000 kgf/cm2

ASTM A615 (M)

13M @ 200 mm

10M, 118 2 EA

250 kgf/cm2

3900 kgf/cm2

669.13 cm2

118 2 =236 , Area = 669.128cm2 , Amin (1%) = 1178.1cm

2 , Amax (2%) = 2356.2cm

2

Reinforcrment Area is too small



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1.3.3 In Pier Top Unit( tonf , tonf-m )

P. Name LC#

1

100 0 0 -28 0 0

101 15.964 0 -18 0 91.767

102 132.49 0 -18 0 761.847

110 0 0 -28 0 0

111 20.876 0 -840 0 120.003

112 129.71 0 -28 0 745.864

121 5.219 0 -840 0 30.001

1.3.4 In Pier Bottom Unit( tonf , tonf-m )

P. Name LC#

1

100 0 0 41.656 0 0

101 15.964 0 26.779 0 80.592

102 132.49 0 26.779 0 669.104

110 0 0 41.656 0 0

111 20.876 0 853.656 0 105.39

112 129.71 0 41.656 0 655.067

121 5.219 0 853.656 0 26.347

11/13/2014

Fx Fy Fz Mx My

Fx Fy Fz Mx My



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Pier



Client : -

2. ONE-WAY SHEAR

2.1 FORMULA

1) Maximum Axial Load Strength

- Po = 0.85 fck (Ag-Ast) + f y Ast

- Pnmax = f 1 Po ( f 1 = Axial Strenth Resuction Factiors)

- Mnmax = The Value of diagram, When P is Pn.

- Pumax =f

2 Pnmax f 2 = Sprial or Tied Reinforcement Reduction Factor

2) Balanced Strain Condition

A balanced Strain condition exists at a cross-setion

when the maximum strain at the extreme

compression fiber just reaches e u = 0.003 simultaneously

with the first yield strain of e s = f y/Es in the tension reinforcement.

The ratio of neutral axis depth cb is shown below

Cb

d = e

u

e u + e y

e u = 0.003

fc = 0.85 f ck

3) Strength for Combined Flexure and Axial Load

Maximum usable strain at extreme

concrete compression fiber shall

be assumed equal to e u = 0.003

if c that is neutral axis is supposed, Pn and Mn can be calculated as below

Pn = 0 85 fck ( Acomp - (1 to 11) Ast ) + (1 to 28) fs Ast

11/13/2014



Page 5

Calculation Sheet

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Pier



Client : -

2.2 PM DIAGRAM & ANALYSIS

2.2.1 Pier Name : 1

(tonf , tonf-m )

0

5000

10000

15000

20000

25000

10000 20000 30000 40000

P

Mx

Pnmax

f Pnmax

Balanced

Axis X - Axis (All comb.)

Po 26497.860 tonf

23848.070 tonf / 16693.650 tonf

11130.48 tonf-m / 7791.33 tonf-m

15148.660 tonf / 10604.060 tonf

31493.76 tonf-m / 22045.63 tonf-m

c(Balanced) 5662.5 mm

emin 255.24 mm

klu / rx 0.1

Slender Neglect

(tonf , tonf-m )

1 000

20000

25000

P

Pnmax

f Pnmax

B l d

Axis Y - Axis (All comb.)

Po 26497.860 tonf

23848.070 tonf / 16693.650 tonf

11223 tonf-m / 7791.33 tonf-m

11/13/2014

Pn /f

Pn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn



Page 6

Calculation Sheet

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Pier



Client : -

121 1 1 217.89 217.89 5804.31 5805.21

2.3.2 Force Check unit (tonf )

Pier L/C# Result

1

100 -1440.75 16693.65 41.66

101 -1442.37 16693.65 26.78

102 -1442.37 16693.65 26.78

110 -1440.75 16693.65 41.66

111 -1352.2 16693.65 853.66

112 -1440.75 16693.65 41.66

121 -1352.2 16693.65 853.66

3. ONE-WAY SHEAR 3.1 FORMULA

ACI 318-05 CODE 11.3.1.1

- For members subject to shear and flexure only.

- Vc = 2 f ck Bw d (eq 11-3)

- Vs = Av f y d

s(eq 11-15)

- Vu <=f

Vc + f

Vs ,f

= 0.75 (eq 11-1)

- When, Value off

Vs shall not exceedf

8 f ck Bw d (Vs max)

3 2 ONE WAY SHEAR

11/13/2014

OK

Fz fPs fPnmax

OK

OK

OK

OK

OK

OK

OK



Project

Name

Project

Unit

Sector

No

Excavation Back Fill Disposal

1 50.66 12.117 38.543

Total 50.66 12.117 38.543

Member Concrete Lean Conc. Crush Stone

Struct.Super Struct. Grout. Form Work

F1 52.072 6.734 0 1.178 0 0.353 27.627

Total 52.072 6.734 0 1.178 0 0.353 27.627

Item Name Sizemm

Lengthmm

Number Ea

Remark

Anchor Bolt Dia 24 400 4

Pile 350 x 350 17000 21

Item Name Area

Remark

Protection 1 68.801

Protection 2 74.456

Protection 3 63.617

Item Name Weightk /m

Total Len.m

Total WT.k

Remark

1.043 2039.059 2127.301

2.229 252.25 562.148

2.689

Reinforced Bar Size

Reinforced B

13M (fy=2400 kgf/cm2)

19M (fy=3900 kgf/cm2)

TOTAL WEIGHT (TON)

ANCHOR BOLT M12 - TYPE L

Driven Prestressed High Concrete Piles

Material Type

COAL TAR EPOXY

PRIMER COAT & FINISH COAT

LF ADHESIVE WATER PROOF MEMBR

Summary

Structure Name

ENGINEERI MKS PROYEK TANKI 550 M3

Material Type



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