275143128-Perhitungan-Struktur-Pondasi-Tower-PLN-Dengan-Software-AFES.pdf

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 COMBINATION GROUP NAME NAME REV

DATE

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

DESCRIPTION

PREP'D

CHK'D

APPR'D

APPR'D

Calculation Sheet of Foundation

Project Na. : FOUNDATION DESIGN AND ... Project No. : PLN TL 150 KV BATU BESAR .. Client : PLN BATAM

FOUNDATION LISTS GROUP NAME : TSP No. 1

Description F1


No.

Description

No.

Description

Page 1


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 3.5 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



Page 2

Project Na. : FOUNDATION DESIGN AND ...


Project No. : PLN TL 150 KV BATU BESAR .. 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 SOCIET Y CIVIL ENGINEERS [ASCE 7-02]

Unit System

Input : MKS,

Output : MKS,

Calculation Unit : IMPERIAL

1.2 MATERIALS & UNIT WEIGHT Items

Value 2

Concrete (fck : compressive strength)

225.000 kgf/cm

Lean Concrete (Lfck : compressive strength)

100.000 kgf/cm

Reinforcement (D10 ~ D12 , yield strength)

2400.000 kgf/cm

Reinforcement (D13 ~ , yield strength)

3200.000 kgf/cm

Rs (Soil unit weight)

1.950 ton/m

Rc (Concrete unit weight)

2.400 ton/m

Es (Steel Modulus of Elasticity)

2.100 10 kgf/cm

Ec (Concrete Modulus of Elasticity)

2.251 10 kgf/cm

2 2 2

3 3

6

2

6

2

- 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 %


Page 3

Calculation Sheet of Foundation 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

Friction factor ( )

0.35

1.4 LOAD COMBINATION Comb . ID 1

Comb . ID 2

Load Combination for stability 1.2 SW + 1.6 TOWER REACTION

Load Combination for Reinforcement 1.4 SW + 1.4 TOWER REACTION



Page 4


2. DRAWING 2.1 LOCATION PLAN 2.2 DETAIL SKETCH



Page 5

REFERENCE DWGS NO.

DWG NO.

DWG TITLE

A01

NOTES * OUTPUT UNIT : mm

01 FOUNDATION DESIGN AND CALCULLATION PROJECT

1

2

FOUNDATION LOCATION PLAN

F1

TSP60+0_TIP.6

K C E H C D A U Q S

Y

P RO CE SS P IP IN G V ES SE LS S TR UC T.

Z

X

SCALE

JOB NO.

E LE C.

I NS T.

MICROFILM NO.

PLN ASTL SHOWN 150 KV BATU BESAR - NONGSA_TSP60


2.2 DETAIL SKETCH

2.2 DETAIL SKETCH

OUTPUT UNIT : mm Copyright (c) GS E&C. All Rights Reserved

REFERENCE DWGS NO.

DWG NO.

DWG TITLE

C L FOOTING

9000 2000

2000

NOTES

5000 * PILE

8-¥õ500 PHC Pile_TIP.6 * OUTPUT UNIT : mm G N I T O O F L C

3

0 0 5 4

2

8

1

2 x 0 5 2 2

3 x 0 0 5 1 5

4

6

7

1

2

FOUNDATION DESIGN AND CALCULLATION PROJECT

1250

3500 1500

1250 1500

REFERENCE DWGS NO.

DWG NO.

DWG TITLE

C L FOOTING

9000 2000

2000

NOTES

5000 * PILE

8-¥õ500 PHC Pile_TIP.6 * OUTPUT UNIT : mm G N I T O O F L C

3

2

8

1

2 0 x 0 0 5 5 4 2 2

3 x 0 0 5 1 5

4

6

7

1

2


1250

3500

1250

1500

1500

FOUNDATION DETAIL FOR

FOUNDATION PLAN

F1

K C E H C D A U Q S P RO CE SS P IP IN G V ES SE LS S TR UC T.

SCALE REV. DATE

DESCRIPTION

DRWNCHKDAPPDAPPDAPPD

JOB NO.

E LE C.

I NS T.

MICROFILM NO.



REFERENCE DWGS NO.

DWG NO.

DWG TITLE

C L FOOTING

TOP

. P 0 Y 5 T

BOTTOM

NOTES * PILE 8-¥õ500 PHC Pile_TIP.6 * OUTPUT UNIT : mm

0 0 2 @ 9 1 D

0 0 2 @ 9 1 D


D19@200 D19@200

REFERENCE DWGS NO.

DWG NO.

DWG TITLE

C L FOOTING

TOP

. P 0 Y 5 T

BOTTOM

NOTES * PILE 8-¥õ500 PHC Pile_TIP.6 * OUTPUT UNIT : mm

0 0 2 @ 9 1 D

0 0 2 @ 9 1 D


D19@200 D19@200

FOUNDATION DETAIL FOR

REINFORCEMENT PLAN

F1

K C E H C D A U Q S P RO CE SS P IP IN G V ES SE LS S TR UC T.

SCALE REV. DATE

DESCRIPTION

DRWNCHKDAPPDAPPDAPPD

JOB NO.


2

0 0 5 1

1

2

I NS T.

MICROFILM NO.


1

E LE C.

0 0 0 1

LEAN CONC. 50 THK ELEVATION S1

-X

1

2

0 0 5 1

1

0 0 0 1

2

LEAN CONC. 50 THK ELEVATION S1

-X

OUTPUT UNIT : mm Copyright (c) GS E&C. All Rights Reserved

1 F

. o N m e t I

1

2

2200

2200 50 TYP.

0 0 2 2

850

50 TYP.

850 500 0 5 8 0 0 5 0 5 8

D10

0 0 2 2

D10

52-D25 . . R R P G 5 0 7 3 0 0 0 2

D25

918.75 918.75 362.5

5 7 . 8 1 5 . 9 2 5 6 3 7 . 8 1 9

52-D25

0 0 1

. . R R P G 5 0 7 3

5 7

0 0 1 5 1 D @ 5 7

0 0 0 2

D25

0 0 1

5 7

0 0 1 5 1 D @ 5 7

1 F

. o N m e t I

1

2

2200

2200 50 TYP.

0 0 2 2

850

50 TYP.

850 500 0 5 8 0 0 5 0 5 8

D10

0 0 2 2

D10

52-D25 . . R R P G 5 0 7 3 0 0 0 2

5 7 . 8 1 5 . 9 2 5 6 3 7 . 8 1 9

52-D25

0 0 1

. . R R P G 5 0 7 3

5 7

0 0 1 5 1 D @

D25

918.75 918.75 362.5

0 0 0 2

0 0 1

5 7

0 0 1 5 1 D @

D25

5 7

5 7




Page 12

3. FOUNDATION DATA 3.1 FOOTING DATA Unit : mm

Ft. Name

F1

Ft. Type

MAT

Area

9000

0 0 5 4

1

2

2

40.500 m

Ft. Thickness

1000.00 mm

Ft. Volume

40.500 m

Ft. Weight

97.200 tonf

Soil Height

1500.00 mm

Soil Volume

46.230 m

Soil Weight

90.148 tonf

Buoyancy

Not Consider

Self Weight (except Pr.SW)

187.349 tonf

3

3




Page 12

3. FOUNDATION DATA 3.1 FOOTING DATA Unit : mm

Ft. Name

F1

Ft. Type

MAT 2

Area

9000

0 0 5 4

1

2

40.500 m

Ft. Thickness

1000.00 mm

Ft. Volume

40.500 m

Ft. Weight

97.200 tonf

Soil Height

1500.00 mm

Soil Volume

46.230 m

Soil Weight

90.148 tonf

Buoyancy

Not Consider

Self Weight (except Pr.SW)

187.349 tonf

0 0 0 2

3

3

0 0 5 1 0 0 0 1

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

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) 2

Unit( Length : mm , Weight : tonf , Area : m )

Ft.Name F1

Pr.Name

Shape

1

Rectangle

2200.000

2200.000

2000.000

4.840

23.232

-2500.000

0.000

2

Rectangle

2200.000

2200.000

2000.000

4.840

23.232

2500.000

0.000


Pl

Pw

Ph

Area

Weight

Off X

Off Y



Page 13

3.3 SECTION DATA Ft.Name / Sec.Name

F1 / S1 Unit : mm

9000

0 0 5 4

Direction

All Direct

F.Volume

40.500 m

2

Section Area

40.500 m

3

F.Weight

97.200 tonf

3

S.Volume

46.230 m

S.Weight

90.148 tonf

Pier Wt

46.464 tonf

Total Weight

233.813 tonf

3.4 LOAD CASE Fz Fy

Mz

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.

My Fx Mx

Index

Load Case Name

1

SW

2

TOWER REACTION

Unit( tonf , tonf-m )

Ft.Name

Pr.Name

Load Case

1 F1

2

Fx

Fy

Fz

Mx

My

1

0.000

0.000

-23.232

0.000

0.000

2

-1.792

-0.100

-6.766

-2.415

21.759

1

0.000

0.000

-23.232

0.000

0.000

2

-1.792

-0.100

-6.766

-2.415

21.759

0.000

0.000

-187.349

0.000

0.000

Footing SW





Page 14

3.5 LOAD COMBINATION In Pier Top without Self Weight

In Footing Bottom

In Footing Bottom Center

with Pier Self Weight,

with Pier & Footing Self Weight & Soil Weight,

But without Footing Self Weight,

Case PileType in centroid of Pile Group Case NonPileType in centroid of Footing

3.5.1 Load Combination in Pier Top (Without SW) Ft.Name

Pr.Name 1

F1 2

L.Comb.


S Fx

S Fy

S Fz

S Mx

S My

1

-2.867

-0.160

-10.825

-3.863

34.815

2

-2.508

-0.140

-9.472

-3.380

30.463

1

-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) Ft.Name

Pr.Name 1

F1 2

L.Comb.


S Fx

S Fy

S Fz

S Mx

S My

1

-2.867

-0.160

-38.703

-3.382

26.215

2

-2.508

-0.140

-41.997

-2.959

22.938

1

-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

Ft.Name

L.Comb.

F1 p

1

S Fx


S Fy -5.733

S Fz -0.321

S Mx

-302.225

S My

-6.764

52.430

C.G. of Loads 4500.0 , 2250.0

Load Combination of Ultimate Condition p :

PileType

- C.G. of Load is coordinate from left bottom. Unit : mm

Ft.Name F1 p

Sec.Nam L.Comb. S1

2


S Fx -5.017


S Fy -0.281

S Fz -346.281

S Mx -5.919

S My 45.877

C.G. of Loads 4500.0 , 2250.0




Page 15

4. CHECK OF STABILITY 4.1 CHECK OF PILE REACTION (Uni-Axial) 4.1.1 Formula if footing is checked in Buoyancy Fz means Fz - Fb Fz My X Fz - Uni Axial : Rx = , Ry = 2 Np Xi Np - Ru = Max[ Rxmax , Ry

Mx Y 2 Yi

max ]

- Uf = Min[ 0 , Rxmin , Ry min ] - Ru < Va => OK Max( Hxi , Hyi) b. Horizontal - Hmax = < Ha => OK Np c. Uplift - Uf < Ua => OK Ver. / Uf. = Vertical / Uplift

4.1.2 Check of Vertical & Uplift Reaction 2

2

2

2

Ft.Name

Np(EA)

Fl (mm)

Fw (mm)

S Xi (m )

S Yi (m )

F1

8

9000

4500

54.5

4.5

Unit( tonf )

Ft.Name

L.Comb.

F1

1

Pile PHC Pile_TIP.6

R Max

R Min

X-Dir

40.905

34.652

Y-Dir

38.905

36.651

Ru

Uf

Ra

Ua

Result

40.905

0

50.399

165.063

OK

4.1.3 Check Of Horizontal Reaction Ft.Name F1

L.Comb.

Pile

Hmax (tonf)

Ha (tonf)

Result

1

PHC

0.717

4.267

OK




Page 16

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 F1 p

Dir.

L.Comb.

Fl or Fw

Sl or Sw

SFz

SM

SQ

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 : 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 2

Unit(kgf/cm ,mm)

f(Flexure)

f(Shear)

fck

fy1

fy2

f_cl

f_clt

fp_clb

0.9

0.75

225.00

2400.00

3200.00

50.0

50.0

150.0

5.2 REQUIRED REINFORCEMENT 5.2.1 Reinforcement Formula - Shrinkage And Temperature Reinforcement As

As1 = fac b h

---- ACI CODE 7.12.2

, 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

0.0018 60,000 strain of 0.35 percent is used ....................................................................................................... f y

- Required Reinforcement by Analysis As

As2 = .req b d

- At every section of flexural members where tensile reinforcement is required 3 f ck 200 As (As5 = bw d) (As4 = b d) ---- ACI Eq (10-3) f y f y - 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 .req b d Asmax = 0.75 b =

0.85

1

bd f ck 0.003 Es f y 0.003 Es + f y

b

Selected As = Max ( As1 , As2 , Min ( As 3 , 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. Copyright (c) GS E&C. All Rights Reserved




Page 17

But, the 'ISO' , 'OCT' , 'HEX' , 'COMB' , 'TANK1' foundations are calaulated as face pier Where, Mu Rn = , 2 bd

= 0.9 , .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 S1

L.Comb.

d (cm)

As (cm )

23 - D19 @ 200

8.100

4.500

94.045

65.900

2

botom

23 - D19 @ 200

4.190

4.500

84.045

65.900

L.Comb.

Mu (tonf-m)

Rn

r.Req

2

top

11.803

0.330

0.0001

2

bottom

33.966

1.187

0.0004

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

2

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 S1

Width b (m)

top

Sec.Name S1

Loc. (m)

2

Sec.Name S1

2

Using Bar (mm)

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

2

top

65.900

45.000

OK

2

bottom

65.900

45.000

OK

- Y direction (All Width)

Sec.Name S1

L.Comb.

d (cm)

As (cm )

46 - D19 @ 200

3.350

9.000

92.135

131.800

2

botom

46 - D19 @ 200

2.250

9.000

82.135

131.800

L.Comb.

Mu (tonf-m)

Rn

r.Req

2

top

38.556

0.561

0.0002

2

bottom

-

-

-

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

2

top

90.000

14.552

19.398

364.372

309.192

2095.153

2

bottom

90.000

-

-

324.825

275.634

1867.753

Sec.Name S1

Width b (m)

top

Sec.Name S1

Loc. (m)

2

Sec.Name S1

2

Using Bar (mm)

L.Comb.

2

2

Using As(cm )

Select As(cm )

Result

2

top

131.800

90.000

OK

2

bottom

131.800

90.000

OK




Page 18

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 = 0.75 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 : Mat_Foundation

PileType : True

Unit : mm

9000

0 0 5 4

0 9 1 4

1

2

5060

- X direction One-Way Shear (All Width)

Sec.Name L.Comb. S1

2

Loc. (mm)

d (mm)

Bw (mm)

fVc (tonf)

Vu (tonf)

Result

5060

840.5

4500

225.631

24.738

OK

Loc. (mm)

d (mm)

Bw (mm)

fVc (tonf)

Vu (tonf)

Result

4190

821.4

9000

441.007

18.069

OK

- Y direction One-Way Shear (All Width)

Sec.Name L.Comb. S1

2





Page 19

5.4 TWO WAY SHEAR FORCE 5.4.1 Two-Way Shear Formula Vu = Fz Shade Ratio

(a)

Vc1 = 0.75 2 (1 + 2/ c)

(b)

Vc2 = 0.75 2 (1 +

(c)

Vc3 = 0.75 4

s d

f ck bo d

/ 2 bo)

f ck bo d (eq 11-34)

f ck bo d

(eq 11-35)

Vc = Min( Vc1 , Vc2 , Vc3) Vu

(eq 11-33)

<- Vc1 <- Vc2

<- Vc3

ACI 318-05 CODE 11.12.2.1

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 Footing Area - Punching Area Shade Ratio = Footing Area

5.4.2 Check of Two-WayShear Ft.Name

F1 Punching Area

Pr.Name

2 Pile effect

Shape

9000

1

1829.388 tonf

2 f Vc2

1452.604 tonf

Pl

2200 mm f Vc3

1219.592 tonf

Pw

2200 mm f Vc

1219.592 tonf

2

bo / d

12161.8 / 840.45 mm Vu

b c / as

5.5 PILE PUNCHING SHEAR FORCE 5.5.1 Pile Punching Shear Formula Vu = Fz Shade Ratio

(a)

Vc1 = 0.75 2 (1 + 2/ c)

(b)

Vc2 = 0.75 2 (1 +

(c)

Vc3 = 0.75 4

f ck bo d

d / 2 b o)

s

f ck bo d

Vc = Min( Vc1 , Vc2 , Vc3) Vu

4/8

Rectangle f Vc1

L.Comb. 0 0 5 4

2

92443.360 cm

(eq 11-33)

f ck bo d (eq 11-34) (eq 11-35)

<- Vc1 <- Vc2

<- Vc3

ACI 318-05 CODE 11.12.2.1

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 b o = perimeter of critical section Footing Area - Punching Area Shade Ratio = Footing Area


1 / 40 Result

20.998 tonf

OK




Page 20

5.5.2 Check of Pile Punching Shear Ft.Name Pile No. Shape

9000

L.Comb. 0 0 5 4

3

2

8

1

5

4

6

7

PileName Diameter bo d


F1 Punching Area 1 b c / as

2

14112.080 cm

1 / 40

Circle f Vc1

633.444 tonf

2 f Vc2

1053.956 tonf

f Vc3

422.296 tonf

PHC Pile_TIP.6

500mm f Vc 4211.15mm Vu 840.45mm Result

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

Calculation Sheet of Pier

CONTENTS 1. GENERAL 2. PM DIAGRAM & ANALYSIS 3. FORMULA 4. ANALYSIS & RESULT



Page 1



1. General Design Code

American Concrete Institute (ACI 318) [Metric] 2

f Bending

0.9

fck

225 kgf/cm

f Axial

0.9

fy (D10 ~ D12)

2400 kgf/cm

f Sprial reinf.

0.7

fy (D13 ~)

3200 kgf/cm

f Tied reinf.

0.65

Ec

2251356 kgf/cm

f Shear

0.75

Es

2100000 kgf/cm

Steel Db

KS D3504 (D)

Cover

Input Unit

MKS

Output Unit


2

2

2

2

50 mm MKS

Page 2



Page 3

2. PM diagram & Analysis 2.1 Pier Name : 1 (tonf , tonf-m )

P 11000 10000 9000

X - Axis (All comb.)

Po

10049.110 tonf

Pn / fPn

9044.200 tonf / 5878.730 tonf

Mn / fMn

1041.08 tonf-m / 676.7 tonf-m

Pb / fPb

5174.228 tonf / 3363.248 tonf

Mb / fM

3121.81 tonf-m / 2029.18 tonf-m

c(Balanced)

1411.05 mm

emin

81.24 mm

klu / rx

6.06

Slender

Neglect

Axis

Y - Axis (All comb.)

Po

10049.110 tonf

Pn / fPn

9044.200 tonf / 5878.730 tonf

Mn / fMn

1041.08 tonf-m / 676.7 tonf-m

Pb / fPb

5174.228 tonf / 3363.248 tonf

Mb / fM

3121.81 tonf-m / 2029.18 tonf-m

c(Balanced)

1411.05 mm

emin

81.24 mm

klu / rx

6.06

Slender

Neglect

Pnmax

8000 7000 6000

Axis

Pnmax Balanced

5000 4000 3000 2000 1000

Mx

0 -1000 1000

2000

3000

(tonf , tonf-m )

P 11000 10000 9000

4000

Pnmax

8000 7000 6000

Pnmax Balanced

5000 4000 3000 2000 1000

My

0 -1000 1000

2000


3000

4000



Page 4

2.2 Pier Name : 2 (tonf , tonf-m )

P 11000 10000 9000

X - Axis (All comb.)

Po

10049.110 tonf

Pn / fPn

9044.200 tonf / 6330.940 tonf

Mn / fMn

1041.08 tonf-m / 728.75 tonf-m

Pb / fPb

5174.228 tonf / 3621.959 tonf

Mb / fM

3121.81 tonf-m / 2185.27 tonf-m

c(Balanced)

1411.05 mm

emin

81.24 mm

klu / rx

6.06

Slender

Neglect

Axis

Y - Axis (All comb.)

Po

10049.110 tonf

Pn / fPn

9044.200 tonf / 6330.940 tonf

Mn / fMn

1041.08 tonf-m / 728.75 tonf-m

Pb / fPb

5174.228 tonf / 3621.959 tonf

Mb / fM

3121.81 tonf-m / 2185.27 tonf-m

c(Balanced)

1411.05 mm

emin

81.24 mm

klu / rx

6.06

Slender

Neglect

Pnmax

8000 7000

Axis

Pnmax

6000 Balanced

5000 4000 3000 2000 1000

Mx

0 -1000 1000

2000

3000

(tonf , tonf-m )

P 11000 10000 9000

4000

Pnmax

8000 7000

Pnmax

6000 Balanced

5000 4000 3000 2000 1000

My

0 -1000 1000

2000


3000

4000


3. Formula 1) Maximum Axial Load Strength - Po = 0.85 fck (Ag-Ast) + - Pnmax =

1

Po

(

1 =

f y Ast

Axial Strenth Resuction Factiors)

- Mnmax = The Value of diagram, When P is Pn. - Pumax = 2 =

2 Pnmax

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 with the first yield strain of

u =

0.003 simultaneously

s = f y/Es in

the tension reinforcement.

The ratio of neutral axis depth cb is shown below Cb u = d u + y 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 u = 0.003 if c that is neutral axis is supposed, Pn and Mn can be calculated as below Pn = 0.85 f ck ( Acomp -

(1 to 11) Ast )

+

Mn = 0.85 f ck ( Acomp -

(1 to 11) Ast )

( h/2 - c + y c )

+ f s(i) =

(i)

(1 to 28) f s

Es

, - f y

(1 to 28) f s

Ast

Ast ( h/2 - c + ys )

f s(i)

f y

Sprial or Tied Reinforcement Reduction Factor

= 0.9 - 0.2

Pn Pa

0.9

Pa = 0.1 f ck Ag Acomp is Area from top to a ( 1c =

1c)

0.85 - 0.05 ( f ck - 4000 ) / 1000

0.65

(psi)

4) Slenderness Effects ns =

Cm 1-Pu/0.75Pc

2

1

Pc =

EI 2 (klu)

5) Shear Vc = Vsmax =

2

fck bw d

, Vs =

8 fck bw d (psi)

Vn = Vc + Vs


fy Av d (psi) s

EI =

0.2EcIg + EsIse 1+ d


Page 5



Page 6

4. Analysis & Result 4.1 Moment Check

unit (tonf-m )

Pier

L/C#

dx

dy

Sd Mux

Sd Muy

fMnx

fMny

Result

1

2

1

1

3.41

27.95

104.71

819.78

OK

2

2

1

1

3.41

27.95

104.71

819.78

OK

4.2 Force Check

unit (tonf )

Pier

L/C#

S Fz

fPs

fPnmax

Result

1

2

-752.33

5878.73

42

OK

2

2

-752.33

6330.94

42

OK

4.3 Shear Check

unit (tonf )

Pier

L/C#

S Vux

S Vuy

fVcx

fVcy

fVsx

fVsy

fVnx

fVny

Result

1

2

-2.51

-0.14

279.27

279.27

145.7

145.7

424.97

424.97

OK

2

2

-2.51

-0.14

279.27

279.27

145.7

145.7

424.97

424.97

OK


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