Perhitungan Struktur Pondasi Tower PLN Dengan Software AFES

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. PLN TL 150 KV BATU BESAR - NONGSA_TSP60

PROJECT/JOB NAME FOUNDATION DESIGN AND CALCULLATION

CLIENT NAME PLN BATAM

SITE NAME TIP. 6

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME TSP60+0_TIP.6

LOAD COMBINATION GROUP NAME

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. : FOUNDATION DESIGN AND ...

Project No. : PLN TL 150 KV BATU BESAR ..

Client : PLN BATAM

FOUNDATION LISTS

GROUP NAME : TSP

No. Description No. Description No. Description

1 F1


Page 2

Calculation Sheetof

Foundation



Client : PLN BATAM

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

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


Page 3

Calculation Sheetof

Foundation



Client : PLN BATAM

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 PHC Pile_TIP.6

Footing List F1

Diameter 500 mm

Length 11 m

Thick 10 mm

Shape Circle

Capacity ( Ha , Ua , Va ) 3.3 , 126.3 , 38.3 tonf

1.3 SUBSOIL CONDITION & SAFETY FACTORS

Items Description

Allowable Increase of Soil (Wind) 33.33 %

Allowable Increase of Soil (Seismic) 33.33 %

Allowable Increase of Soil (Test) 20 %

Allowable Increase of Pile Horizontal (Wind) 33.33 %

Allowable Increase of Pile Horizontal (Seismic) 33.33 %

Allowable Increase of Pile Horizontal (Test) 20 %

Allowable Increase of Pile Vertical (Wind) 33.33 %

Allowable Increase of Pile Vertical (Seismic) 33.33 %

Allowable Increase of Pile Vertical (Test) 20 %

Allowable Increase of Pile Uplift (Wind) 33.33 %

Allowable Increase of Pile Uplift (Seismic) 33.33 %

Allowable Increase of Pile Uplift (Test) 20 %


Reinforcement (D10 ~ D12 , yield strength)

Reinforcement (D13 ~ , yield strength)

225.000 kgf/cm2

100.000 kgf/cm2

2400.000 kgf/cm2

3200.000 kgf/cm2

1.950 ton/m3

2.400 ton/m3

2.100 106 kgf/cm2

2.251 106 kgf/cm2

Page 4

Calculation Sheetof

Foundation



Client : PLN BATAM

Safety factor against overturning for OVM1(FO1) 2

Safety factor against sliding for the SL1(FS1) 1.5

Safety factor against uplift 1 1.5

0.35


Comb . ID Load Combination for stability

1 1.2 SW + 1.6 TOWER REACTION

Comb . ID Load Combination for Reinforcement

2 1.4 SW + 1.4 TOWER REACTION


Friction factor (m)

Page 5

Calculation Sheetof

Foundation



Client : PLN BATAM

2. DRAWING

2.1 LOCATION PLAN

2.2 DETAIL SKETCH


REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

FOUNDATION DESIGN AND CALCULLATION PROJECT

FOUNDATION LOCATION PLAN

TSP60+0_TIP.6

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

PLN TL 150 KV BATU BESAR - NONGSA_TSP60

MICROFILM NO.

F1

1 2

A01

01

Z X

Y


2.2 DETAIL SKETCH

OUTPUT UNIT : mm



N O T E S

* PILE

8-¥õ500 PHC Pile_TIP.6

* OUTPUT UNIT : mm


FOUNDATION DETAIL FOR

F1

SQ

UA

D C

HE

CK


SCALE

AS SHOWN

JOB NO.


MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPDAPPDAPPD

1 2

LC FOOTING

LC

FO

OT

ING

123

45 6 7

8

12501500

35001500

1250

1500

x3

20005000

2000

2250

x2

9000

4500

FOUNDATION PLAN



N O T E S

* PILE

8-¥õ500 PHC Pile_TIP.6

* OUTPUT UNIT : mm


FOUNDATION DETAIL FOR

F1

SQ

UA

D C

HE

CK


SCALE

AS SHOWN

JOB NO.


MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPDAPPDAPPD

LC FOOTING

D19@200

D19

@20

0

50

TY

P.

D19@200

D19

@20

0

TOP BOTTOM

REINFORCEMENT PLAN


OUTPUT UNIT : mm

1 2 10

00

LEAN CONC. 50 THK

1 2

15

00

ELEVATION S1 - X


F1 Item No.

1

50TYP.

D10

52-D25

2200

22

00

850500

850

85

0

50

0

85

0

30

GR

.

20

00

75

10

0D

10

@1

50

75

D25

75

PR

.

2

50TYP.

D10

52-D25

2200

22

00

918.75362.5

918.75

91

8.7

5 36

2.591

8.7

5

30

GR

.

20

00

75

10

0D

10

@1

50

75

D25

75

PR

.


Page 12

Calculation Sheetof

Foundation



Client : PLN BATAM

3. FOUNDATION DATA

3.1 FOOTING DATA

1 2

9000

4500

The Origin coordinate

The Center of Gravity & Pile (0,0) mm 1000

2000

1500

Unit : mm Ft. Name F1

Ft. Type

Area

Ft. Thickness 1000.00 mm

Ft. Volume

Ft. Weight 97.200 tonf

Soil Height 1500.00 mm

Soil Volume

Soil Weight 90.148 tonf

Buoyancy Not Consider

Self Weight (except Pr.SW) 187.349 tonf

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

F11 Rectangle 2200.000 2200.000 2000.000 23.232 -2500.000 0.000

2 Rectangle 2200.000 2200.000 2000.000 23.232 2500.000 0.000


MAT

40.500 m2

40.500 m3

46.230 m3

4.840

4.840

Page 13

Calculation Sheetof

Foundation



Client : PLN BATAM

3.3 SECTION DATA

9000

4500

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) are based on the right hand rule.

Fx

FyFz

Mx

My

Mz

Index Load Case Name

1 SW

2 TOWER REACTION

Unit( tonf , tonf-m )

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

F1

11 0.000 0.000 -23.232 0.000 0.000

2 -1.792 -0.100 -6.766 -2.415 21.759

21 0.000 0.000 -23.232 0.000 0.000

2 -1.792 -0.100 -6.766 -2.415 21.759

Footing SW 0.000 0.000 -187.349 0.000 0.000


40.500 m2

40.500 m3

97.200 tonf

46.230 m3

90.148 tonf

46.464 tonf 233.813 tonf

Page 14

Calculation Sheetof

Foundation



Client : PLN BATAM


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.

11 -2.867 -0.160 -10.825 -3.863 34.815

2 -2.508 -0.140 -9.472 -3.380 30.463

21 -2.867 -0.160 -10.825 -3.863 34.815

2 -2.508 -0.140 -9.472 -3.380 30.463

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

Ft.Name Pr.Name L.Comb.

11 -2.867 -0.160 -38.703 -3.382 26.215

2 -2.508 -0.140 -41.997 -2.959 22.938

21 -2.867 -0.160 -38.703 -3.382 26.215

2 -2.508 -0.140 -41.997 -2.959 22.938

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

1 -5.733 -0.321 -302.225 -6.764 52.430 4500.0 , 2250.0

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

S1 2 -5.017 -0.281 -346.281 -5.919 45.877 4500.0 , 2250.0


SFx SFy SFz SMx SMy

F1

SFx SFy SFz SMx SMy

F1

SFx SFy SFz SMx SMy

F1 p

SFx SFy SFz SMx SMy

F1 p

Page 15

Calculation Sheetof

Foundation



Client : PLN BATAM

4. CHECK OF STABILITY

4.1 CHECK OF PILE REACTION (Uni-Axial)

4.1.1 Formula

if footing is checked in Buoyancy SFz means SFz - Fb

- Uni Axial : Rx = SFz

Np

SMy X

S Xi2

, Ry = SFz

Np

SMx Y

S Yi2

- Ru = Max[ Rxmax , Ry max ]

- Uf = Min[ 0 , Rxmin , Ry min ]

- Ru < Va => OK

b. Horizontal - Hmax = Max(SHxi , SHyi)

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 8 9000 4500 54.5 4.5

Unit( tonf )

Ft.Name L.Comb. Pile Result

F1 1PHC

Pile_TIP.6

X-Dir 40.905 34.65240.905 0 50.399 165.063

Y-Dir 38.905 36.651

4.1.3 Check Of Horizontal Reaction

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

F1 1 PHC 0.717 4.267


SXi2 (m

2) SYi

2 (m

2)

R Max R Min Ru Uf Ra Ua

OK

OK

Page 16

Calculation Sheetof

Foundation



Client : PLN BATAM

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.Nam Dir. L.Comb. Fl or Fw Sl or Sw

S1 X 2 9000.00 4500.00 346.281 45.88 83.993

S1 Y 2 4500.00 9000.00 346.281 -5.919 83.993

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

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)

fck fy1 fy2 f_cl f_clt fp_clb

0.9 0.75 225.00 2400.00 3200.00 50.0 50.0

5.2 REQUIRED REINFORCEMENT

5.2.1 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

fy

- Required Reinforcement by Analysis

As As2 = r.req b d

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

As (As5 = 3 fck

fybw d) (As4 =

200

fyb 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 rb b d

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.


SFz SM SQ

F1 p

150.0

f(Flexure) f(Shear)

Page 17

Calculation Sheetof

Foundation



Client : PLN BATAM

But, the 'ISO' , 'OCT' , 'HEX' , 'COMB' , 'TANK1' foundations are calaulated as face pier

Where,

Rn = Mu

fbd2 , 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 : Mat_Foundation

- X direction (All Width)

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

S12 top 8.100 4.500 94.045 65.900

2 botom 4.190 4.500 84.045 65.900

Sec.Name L.Comb.

S12 top 0.330 0.0001

2 bottom 1.187 0.0004

Sec.Name L.Comb.

S12 top 45.000 4.362 5.814 185.963 157.801 1069.293

2 bottom 45.000 14.077 18.764 166.189 141.022 955.593

Sec.Name L.Comb. Result

S12 top 65.900 45.000

2 bottom 65.900 45.000

- Y direction (All Width)

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

S12 top 3.350 9.000 92.135 131.800

2 botom 2.250 9.000 82.135 131.800

Sec.Name L.Comb.

S12 top 0.561 0.0002

2 bottom - -

Sec.Name L.Comb.

S12 top 90.000 14.552 19.398 364.372 309.192 2095.153

2 bottom 90.000 - - 324.825 275.634 1867.753


S12 top 131.800 90.000

2 bottom 131.800 90.000


Loc. (m) As (cm2)

23 - D19 @ 200

23 - D19 @ 200

Mu (tonf-m) Rn r.Req

11.803

33.966

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)

46 - D19 @ 200

46 - D19 @ 200

Mu (tonf-m) Rn r.Req

38.556

-

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

Page 18

Calculation Sheetof

Foundation



Client : PLN BATAM

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 = 0.75 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 : Mat_Foundation PileType : True

1 2

9000

4500

5060

4190

Unit : mm

- X direction One-Way Shear (All Width)


S1 2 5060 840.5 4500 225.631 24.738 OK

- Y direction One-Way Shear (All Width)


S1 2 4190 821.4 9000 441.007 18.069 OK


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



Client : PLN BATAM

5.4 TWO WAY SHEAR FORCE

5.4.1 Two-Way Shear Formula

Vu = SFz Shade Ratio

(a) f Vc1 = 0.75 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1

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

(c) f Vc3 = 0.75 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

9000

45

00

1 2

Ft.Name F1 Punching Area

Pr.Name 2 Pile effect

Shape Rectangle

L.Comb. 2

Pl 2200 mm

Pw 2200 mm

bo / d 12161.8 / 840.45 mm Vu

1 / 40 Result

5.5 PILE PUNCHING SHEAR FORCE

5.5.1 Pile Punching Shear Formula

Vu = SFz Shade Ratio

(a) f Vc1 = 0.75 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1

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

(c) f Vc3 = 0.75 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


bc / as

f Vc1

f Vc2

f Vc3

f Vc

92443.360 cm2

4 / 8

1829.388 tonf

1452.604 tonf

1219.592 tonf

1219.592 tonf

20.998 tonf

OK

Page 20

Calculation Sheetof

Foundation



Client : PLN BATAM

5.5.2 Check of Pile Punching Shear

9000

45

00

123

45 6 7

8

Ft.Name F1 Punching Area

Pile No. 1 1 / 40

Shape Circle

L.Comb. 2

PileName PHC Pile_TIP.6

Diameter 500mm

bo 4211.15mm Vu

d 840.45mm Result


bc / as

f Vc1

f Vc2

f Vc3

f Vc

14112.080 cm2

633.444 tonf

1053.956 tonf

422.296 tonf

422.296 tonf

47.007 tonf

OK

COLUMN CALCULATION SHEET

FOR

PM DIAGRAM ANALYSIS

TITLE DESCRIPTION

PROJECT/JOB NO. PLN TL 150 KV BATU BESAR - NONGSA_TSP60

PROJECT/JOB NAME FOUNDATION DESIGN AND CALCULLATION

CLIENT NAME PLN BATAM

SITE NAME TIP. 6

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME TSP60+0_TIP.6

GROUP NAME

LOADCOMBINATION GROUP NAME

REV DATE DESCRIPTION PRep'D CHK'D APPR'D APPR'D


Page 1

Calculation Sheetof

Pier



Client : PLN BATAM

CONTENTS

1. GENERAL

2. PM DIAGRAM & ANALYSIS

3. FORMULA

4. ANALYSIS & RESULT


Page 2

Calculation Sheetof

Pier



Client : PLN BATAM

1. General

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

0.9 fck

0.9

0.7

0.65 Ec

0.75 Es

Steel Db Cover 50 mm

Input Unit MKS Output Unit MKS


f Bending

f Axial

f Sprial reinf.

f Tied reinf.

f Shear

fy (D10 ~ D12)

fy (D13 ~)

KS D3504 (D)

225 kgf/cm2

2400 kgf/cm2

3200 kgf/cm2

2251356 kgf/cm2

2100000 kgf/cm2

Page 3

Calculation Sheetof

Pier



Client : PLN BATAM

2. PM diagram & Analysis

2.1 Pier Name : 1

(tonf , tonf-m )

-1000

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

11000

1000 2000 3000 4000

P

Mx

Pnmax

fPnmax

Balanced

Axis X - Axis (All comb.)

Po 10049.110 tonf

9044.200 tonf / 5878.730 tonf

1041.08 tonf-m / 676.7 tonf-m

5174.228 tonf / 3363.248 tonf

3121.81 tonf-m / 2029.18 tonf-m

c(Balanced) 1411.05 mm

emin 81.24 mm

klu / rx 6.06

Slender Neglect

(tonf , tonf-m )

-1000

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

11000

1000 2000 3000 4000

P

My

Pnmax

fPnmax

Balanced

Axis Y - Axis (All comb.)

Po 10049.110 tonf

9044.200 tonf / 5878.730 tonf

1041.08 tonf-m / 676.7 tonf-m

5174.228 tonf / 3363.248 tonf

3121.81 tonf-m / 2029.18 tonf-m


emin 81.24 mm

klu / rx 6.06

Slender Neglect


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Page 4

Calculation Sheetof

Pier



Client : PLN BATAM

2.2 Pier Name : 2

(tonf , tonf-m )

-1000

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

11000

1000 2000 3000 4000

P

Mx

Pnmax

fPnmax

Balanced

Axis X - Axis (All comb.)

Po 10049.110 tonf

9044.200 tonf / 6330.940 tonf

1041.08 tonf-m / 728.75 tonf-m

5174.228 tonf / 3621.959 tonf

3121.81 tonf-m / 2185.27 tonf-m


emin 81.24 mm

klu / rx 6.06

Slender Neglect

(tonf , tonf-m )

-1000

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

11000

1000 2000 3000 4000

P

My

Pnmax

fPnmax

Balanced

Axis Y - Axis (All comb.)

Po 10049.110 tonf

9044.200 tonf / 6330.940 tonf

1041.08 tonf-m / 728.75 tonf-m

5174.228 tonf / 3621.959 tonf

3121.81 tonf-m / 2185.27 tonf-m


emin 81.24 mm

klu / rx 6.06

Slender Neglect


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Page 5

Calculation Sheetof

Pier



Client : PLN BATAM

3. Formula1) Maximum Axial Load Strength

- Po = 0.85 fck (Ag-Ast) + S fy Ast

- Pnmax = f1 Po ( f1 = Axial Strenth Resuction Factiors)

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

- Pumax = f2 Pnmax

f2 = 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 eu = 0.003 simultaneously

with the first yield strain of es = fy/Es in the tension reinforcement.

The ratio of neutral axis depth cb is shown below

Cb

d =

eu

eu + ey

eu = 0.003

fc = 0.85 fck

3) Strength for Combined Flexure and Axial Load

Maximum usable strain at extreme

concrete compression fiber shall

be assumed equal to eu = 0.003

if c that is neutral axis is supposed,

Pn and Mn can be calculated as below

fPn = f0.85 fck ( Acomp - S(1 to 11) Ast ) + S(1 to 28) fs Ast

fMn = f0.85 fck ( Acomp - S(1 to 11) Ast ) ( h/2 - c + yc )

+ S(1 to 28) fs Ast ( h/2 - c + ys )

fs(i) = e(i) Es , - fy fs(i) fy

Sprial or Tied Reinforcement Reduction Factor f = 0.9 - 0.2 Pn

Pa 0.9

Pa = 0.1 fck Ag

Acomp is Area from top to a (b1c)

b1c = 0.85 - 0.05 ( fck - 4000 ) / 1000 0.65 (psi)

4) Slenderness Effects

dns = Cm

1-Pu/0.75Pc 1 Pc =

p2EI

(klu)2 EI =

0.2EcIg + EsIse

1+bd

5) Shear

fVc = f 2 fck bw d , fVs = f fy Av d

s (psi)

fVsmax = f 8 fck bw d (psi)

fVn = fVc + fVs


Page 6

Calculation Sheetof

Pier



Client : PLN BATAM

4. Analysis & Result

4.1 Moment Checkunit (tonf-m )

Pier L/C# Result

1 2 1 1 3.41 27.95 104.71 819.78

2 2 1 1 3.41 27.95 104.71 819.78

4.2 Force Checkunit (tonf )

Pier L/C# Result

1 2 -752.33 5878.73 42

2 2 -752.33 6330.94 42

4.3 Shear Checkunit (tonf )

Pier L/C# Result

1 2 -2.51 -0.14 279.27 279.27 145.7 145.7 424.97 424.97

2 2 -2.51 -0.14 279.27 279.27 145.7 145.7 424.97 424.97


dx dy SdMux SdMuy fMnx fMny

OK

OK

SFz fPs fPnmax

OK

OK

SVux SVuy fVcx fVcy fVsx fVsy fVnx fVny

OK

OK

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Perhitungan Struktur Pondasi Tower PLN Dengan Software AFES