GS AFES 3 Pond-chimney

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE

DESCRIPTION

PROJECT/JOB NO. PROJECT/JOB NAME

WEST SUMBAWA CFSPP PROJECT 2X7 MW PLTU SUMBAWA BARAT 2X7 MW

CLIENTNAME

PTPLN(Persero)UIPKITRINGNUSRA

SITE NAME

TALIWANG

DOCUMENT NO. REFERENCE NO. STRUCTURENAME

CHIMNEYSTRUCTUREKSB

LOAD COMBINATION GROUP NAME REV

DATE

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

DESCRIPTION

PREP'D

CHK'D

APPR'D

APPR'D

TAIL PULLEY FRAME COAL CONVEYOR C-1B - Method 1 - ACI318(MKS) 4/11/2016 Project Na. : PLTU SUMBAWA BARAT 2X7

Calculation Sheet of Foundation

..

Project No. : WEST SUMBAWA CFSPP PR.. Client : PT PLN (Persero)... Page 1

FOUNDATION LISTS G r o u pN a me

No.

CHIMNEYKSB

1

Descr i pt io n F1


N o.

Descr i pt io n

TAIL PULLEY FRAME COAL CONVEYOR C-1B - Method 1 - ACI318(MKS) 4/11/2016


..

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


Project Na. : PLTU SUMBAWA BARAT 2X7 Project No. : WEST SUMBAWA CFSPP PR.. Client : PT PLN (Persero)... Page 2



..


1. GENERAL 1.1 CODE & STANDARD I t e ms

Descr i pt io n

DesignCode

American ConcreteInstitute(ACI318)[Metric]

Horizontal Force for Wind

AMERICAN SOCIETY OF CIVIL ENGINEERS [ASCE 7-02]

Horizontal Force for Seismic

AMERICAN SOCIETY CIVIL ENGINEERS [ASCE 7-02]

UnitSystem

Input:MKS,

Output:MKS,

Calculation Unit:IMPERIAL

1.2 MATERIALS & UNIT WEIGHT I t e ms

Val u e 2

Concrete (fck : compressive strength)

250.000 kgf/cm

Lean Concrete (Lfck : compressive strength)

150.000 kgf/cm

Reinforcement (10M ~ 16M , yield strength)

2400.000 kgf/cm

Reinforcement (19M ~ , yield strength)

3900.000 kgf/cm

Rs (Soil unit weight)

1.800 ton/m

Rc (Concrete unit weight)

2.400 ton/m

2 2 2

3 3

6

2

Es (Steel Modulus of Elasticity)

2.000 10 kgf/cm

Ec (Concrete Modulus of Elasticity)

235000.000 kgf/cm

2

- Pile Capacity I t e ms

Val u e

Pile Name

CHIMNEY KSB

Footing List

F1

Diameter

mm 350

Length

m

Thick

20 mm350

Shape

Square

Capacity Ha ( Ua , Va ,)

17 5,70 , tonf

1.3 SUBSOIL CONDITION & SAFETY FACTORS I t e ms

Descri p t io n

Allowable Increase of Soil (Wind)

0%

Allowable Increase of Soil (Seismic)

0%

Allowable Increase of Soil (Test)

0%

Allowable Increase of Pile Horizontal (Wind)

0%

Allowable Increase of Pile Horizontal (Seismic)

0%

Allowable Increase of Pile Horizontal (Test)

0%

Allowable Increase of Pile Vertical (Wind)

0%

Allowable Increase of Pile Vertical (Seismic)

0%

Allowable Increase of Pile Vertical (Test)

0%




..

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 overturning for OVM2(FO2)

2

Safety factor against overturning for OVM3(FO3) Safety factor against overturning for OVM4(FO4)

2 2

SafetyfactoragainstslidingfortheSL1(FS1)

2


2


2


2

Friction factor (m )

0.35

1.4 LOAD COMBINATION Comb . ID

L o a d C o mb i n a t i o n f o r s t a b i l i t y

1000

1.0 SW + .75 DL + .75 Loadtype None Title Ll

2000

1.0 SW + .75 DL + .75 Loadtype Seismic Title Slx + .75 Loadtype None Title Ll

210

1.0 SW

220

1.0 SW + .75 Loadtype Dead Title Dl + .75 Loadtype Live Title Ll + .75 Loadtype Wind Title Wlx

230

1.0 SW + .75 Loadtype Dead Title Dl + .75 Loadtype Live Title Ll + .75 Loadtype Wind Title Wlz

240

1.0 SW + .75 Loadtype Dead Title Dl + .75 Loadtype Live Title Ll + -.75 Loadtype Wind Title Wlx

250

1.0 SW + .75 Loadtype Dead Title Dl + .75 Loadtype Live Title Ll + -.75 Loadtype Wind Title Wlz

260

1.0 SW + .75 Loadtype Dead Ti tle Dl + .75 Loadtype Live Ti tle Ll + .75 Loadtype Seismic Title Slx + .22 Loadtype Seismic Title Slz

270

1.0 SW + .75 Loadtype Dead Ti tle Dl + .75 Loadtype Live Ti tle Ll + .75 Loadtype Seismic Title Slx + -.225 Loadtype Seismic Title Slz

280

1.0 SW + .75 Loadtype Dead Ti tle Dl + .75 Loadtype Live Ti tle Ll + -.75 Loadtype Seismic Title Slx + -.225 Loadtype Seismic Title Slz

290

1.0 SW + .75 Loadtype Dead Ti tle Dl + .75 Loadtype Live Ti tle Ll + -.75 Loadtype Seismic Title Slx + .225 Loadtype Seismic Title Slz

300

1.0 SW + .75 Loadtype Dead Ti tle Dl + .75 Loadtype Live Ti tle Ll + .75 Loadtype Seismic Title Slx + .225 Loadtype Seismic Title Slz + .75 Loadtype None T itle Cl6

3000

1.0 SW + .75 DL + -.75 Loadtype Seismic Title Slx

4000

1.0 SW + .75 DL + 1.0 Loadtype Seismic Title Slx

5000

1.0 SW + .75 DL + .75 Loadtype None Title Ll + .3 Loadtype None Title Slz

Comb . ID

L o a d C o mb i n a t i o n f o r R e i n f o r c e me n t

100

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + 1.3 Loadtype Wind Title Wx

110

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + 1.3 Loadtype Wind Title Wz

120

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + 1.0 Loadtype Seismic Title Ex

130

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + -1.0 Loadtype Seismic Title Ex

140

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + 1.0 Loadtype Seismic Title Ez

150

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + -1.0 Loadtype Seismic Title Ez

160

1.0 SW + .9 Loadtype Dead Title Dl + 1.3 Loadtype Wind Title Wx




..


170

1.0 SW + .9 Loadtype Dead Title Dl + -1.3 Loadtype Wind Title Wx

180

1.0 SW + 1.0 Loadtype Dead Title Dl + 1.3 Loadtype Wind Title Wz

190

1.0 SW + .9 Loadtype Dead Title Dl + -1.3 Loadtype Wind Title Wz

60

1.0 SW + 1.4 Loadtype Dead Title Dl

70

1.0 SW + 1.2 Loadtype Dead Title Dl + 1.6 Loadtype Live Title Ll

80 90

1.0 SW + 1.2 Loadtype Dead Title Dl + 1.6 Loadtype Live Title Ll + .8 Loadtype Wind Title Wx 1.0 SW + 1.2 Loadtype Dead Title Dl + 1.6 Loadtype Live Title Ll + .8 Loadtype Wind Title Wz




..

2. DRAWING 2.1 LOCATION PLAN 2.2 DETAIL SKETCH




Page 7

REFERENCE DWGS A01

N O.

1

D WGN O.

D WGTI T LE

395

NOTES * OUTPUT UNIT : mm

01 PLTU SUMBAWA BARAT 2X7 MW PROJECT

397

FOUNDATION LOCATION PLAN CHIMNEY STRUCTURE KSB

K C E

2

Y

H C D A U Q S

396

PROCESS PIPING VESSELS STRUCT.

ELEC.

INST.

F1

Z

X

SCALE

JOB NO.

MICROFILM NO.

WEST AS SHOWN SUMBAWA CFSPP PROJECT 2X7 MW



Page 8

2.2 DETAIL SKETCH

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


Page 9

REFERENCE DWGS N O.

D WGN O.

D WGTI T LE

CL FOOTING

11000 1000

1000 4500x2

0 0 0 1

0 0 0 1 1 1

395

NOTES * PILE 16-¡à350 CHIMNEY KSB * OUTPUT UNIT : mm

G N I T O O F CL

2 x 0 0 5 4

0 0 0 1 1

3 x 0 0 0 3

397

PLTU SUMBAWA BARAT 2X7 MW PROJECT

0 0 0 1

2

396

1000

0 0 0 1

FOUNDATION DETAIL FOR F1

1000 3000x3 K C E H C D A U Q S

FOUNDATION PLAN


SCALE R E V. D A T E


DE S CR I P T I O N

DRWNCHKDAPPDAPPDAPPD

JOB NO.

ELEC.

INST.

MICROFILM NO.



Page 10

REFERENCE DWGS N O.

D WGN O.

D WGTI T LE

CL FOOTING

TO P

. P 0 Y 5 T

BO T TO M

NOTES * PILE 16-¡à350 CHIMNEY KSB * OUTPUT UNIT : mm

0 0 2 @ M 6 1

0 0 2 @ M 6 1

PLTU SUMBAWA BARAT 2X7 MW PROJECT

FOUNDATION DETAIL FOR F1

16M@200 16M@200 K C E H C D A U Q S

REINFORCEMENT PLAN


SCALE R E V. D A T E


DE S CR I P T I O N

DRWNCHKDAPPDAPPDAPPD

JOB NO.

ELEC.

INST.

MICROFILM NO.



Page 11

2 1

397

39 6

395

0 0 5

0 0 8 397

LEAN CONC. 50 THK

2

396

ELEVATION S1

-X

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



..


3. FOUNDATION DATA 3.1 FOOTING DATA Unit : mmF tN. a m e

11000

F1

Ft. Type

MAT

Area

121.000 m

2

Ft.Thickness

800.00mm 3

Ft. Volume 1

395

96.800 m

Ft.Weight

232.320tonf

SoilHeight

500.00mm 3

Soil Volume

55.124 m

SoilWeight

0 0 0 1 1

397

2

99.223tonf

Buoyancy

NotConsider

Self Weight (except Pr.SW)

331.543 tonf

0 0 5

396

0 0 8

0 0 8

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

P r . N a me

Pl

Pw

Ph

1

Circle

Sh a p e

600.000

600.000

800.000

Area 0.283

W ei gh t 0.543

-4500.000

OfX f

4500.000

O f fY -4500.000

2

Circle

600.000

600.000

800.000

0.283

0.543

-4500.000

395

Circle

600.000

600.000

800.000

0.283

0.543

4500.000

4500.000

396

Circle

600.000

600.000

800.000

0.283

0.543

4500.000

-4500.000

397

Circle

3500.000

3500.000

800.000

9.621

18.473

0.000

0.000




..


3.3 SECTION DATA F t . N a me / Se c . N a me

F 1 / S1 Unit : mm

11000

0 0 0 1 1

Direction

All Direct

2

Section Area

121.000 m

3

F.Weight

232.320 tonf

3

S.Weight

F.Volume

96.800 m

S.Volume

55.124 m

PierWt

20.644tonf

TotalWeight

99.223 tonf 352.187tonf

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

In dex

L o a d C a s e N a me

1

SW

2

Loadtype Seismic Title Slx

3

Loadtype None Title Dl

4

Loadtype None Title Ll

5

Loadtype None Title Wlx

6

Loadtype None Title Slz

7

DL

Unit( tonf , tonf-m )

F t . N a me

P r . N a me

1 F1

2

L o aC da s e

Fx

Fy

Fz

Mx

My

1 2

0.000 12.500

0.000 -3.137

-0.543 89.625

0.000 0.000

0.000 0.000

3

-0.687

0.592

-11.436

0.000

0.000

4

-0.338

0.261

-7.435

0.000

0.000

5

5.767

-1.416

40.465

0.000

0.000

6

0.862

-2.567

19.141

0.000

0.000

7

0.000

0.000

0.000

0.000

0.000

1

0.000

0.000

-0.543

0.000

0.000

2

12.506

3.140

89.653

0.000

0.000

3

-0.687

-0.592

-11.436

0.000

0.000

4

-0.338

-0.261

-7.435

0.000

0.000




..

395

396

397


5

5.770

1.418

40.480

0.000

0.000

6

-0.862

-2.567

-19.141

0.000

0.000

7

0.000

0.000

0.000

0.000

0.000

1

0.000

0.000

-0.543

0.000

0.000

2

12.500

3.137

-89.625

0.000

0.000

3

0.687

0.592

-11.436

0.000

0.000

4

0.338

0.261

-7.435

0.000

0.000

5

5.767

1.416

-40.465

0.000

0.000

6

-0.862

-2.567

19.141

0.000

0.000

7

0.000

0.000

0.000

0.000

0.000

1

0.000

0.000

-0.543

0.000

0.000

2

12.506

-3.140

-89.653

0.000

0.000

3

0.687

-0.592

-11.436

0.000

0.000

4

0.338

-0.261

-7.435

0.000

0.000

5

5.770

-1.418

-40.480

0.000

0.000

6

0.862

-2.567

-19.141

0.000

0.000

7

0.000

0.000

0.000

0.000

0.000

1

0.000

0.000

-18.473

0.000

0.000

7

0.000

0.000

-90.000

0.000

Footing SW

0.000

0.000

-331.543

0.000

0.000 0.000

3.5 LOAD COMBINATION In Pier Top without Self Weight

In Footing Bottom with Pier Self Weight,

In Footing Bottom Center 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) F t . N a me

P r . N a me

F1

1

L . C o mb .


Fx

Fy

Fz

Mx

My

1000

-0.253

0.196

-5.576

0.000

0.000

2000 210

9.122 0.000

-2.157 0.000

61.643 0.000

0.000 0.000

0.000 0.000

220

0.000

0.000

0.000

0.000

0.000

230

0.000

0.000

0.000

0.000

0.000

240

0.000

0.000

0.000

0.000

0.000

250

0.000

0.000

0.000

0.000

0.000

260

9.375

-2.353

67.219

0.000

0.000

270

9.375

-2.353

67.219

0.000

0.000

280

-9.375

2.353

-67.219

0.000

0.000

290

-9.375

2.353

-67.219

0.000

0.000

300

9.375

-2.353

67.219

0.000

0.000




..

2

395


3000

-9.375

2.353

-67.219

0.000

0.000

4000

12.500

-3.137

89.625

0.000

0.000

5000

0.005

-0.574

0.166

0.000

0.000

100

0.000

0.000

0.000

0.000

0.000

110

0.000

0.000

0.000

0.000

0.000

120

0.000

0.000

0.000

0.000

0.000

130

0.000

0.000

0.000

0.000

0.000

140

0.000

0.000

0.000

0.000

0.000

150

0.000

0.000

0.000

0.000

0.000

160

0.000

0.000

0.000

0.000

0.000

170

0.000

0.000

0.000

0.000

0.000

180

0.000

0.000

0.000

0.000

0.000

190

0.000

0.000

0.000

0.000

0.000

60

0.000

0.000

0.000

0.000

0.000

70

0.000

0.000

0.000

0.000

0.000

80

0.000

0.000

0.000

0.000

0.000

90

0.000

0.000

0.000

0.000

0.000

1000

-0.253

-0.196

-5.576

0.000

0.000

2000

9.126

2.159

61.663

0.000

0.000

210

0.000

0.000

0.000

0.000

0.000

220

0.000

0.000

0.000

0.000

0.000

230

0.000

0.000

0.000

0.000

0.000

240

0.000

0.000

0.000

0.000

0.000

250

0.000

0.000

0.000

0.000

0.000

260

9.379

2.355

67.240

0.000

0.000

270

9.379

2.355

67.240

0.000

0.000

280

-9.379

-2.355

-67.240

0.000

0.000

290

-9.379

-2.355

-67.240

0.000

0.000

300

9.379

2.355

67.240

0.000

0.000

3000

-9.379

-2.355

-67.240

0.000

0.000

4000

12.506

3.140

89.653

0.000

0.000

5000

-0.512

-0.966

-11.319

0.000

0.000

100

0.000

0.000

0.000

0.000

0.000

110

0.000

0.000

0.000

0.000

0.000

120

0.000

0.000

0.000

0.000

0.000

130

0.000

0.000

0.000

0.000

0.000

140

0.000

0.000

0.000

0.000

0.000

150

0.000

0.000

0.000

0.000

0.000

160

0.000

0.000

0.000

0.000

0.000

170 180

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

190

0.000

0.000

0.000

0.000

0.000

60

0.000

0.000

0.000

0.000

0.000

70

0.000

0.000

0.000

0.000

0.000

80

0.000

0.000

0.000

0.000

0.000

90

0.000

0.000

0.000

0.000

0.000

1000

0.253

0.196

-5.576

0.000

0.000

2000

9.628

2.549

-72.795

0.000

0.000

210

0.000

0.000

0.000

0.000

0.000

220

0.000

0.000

0.000

0.000

0.000




..

396


230

0.000

0.000

0.000

0.000

0.000

240

0.000

0.000

0.000

0.000

0.000

250

0.000

0.000

0.000

0.000

0.000

260

9.375

2.353

-67.219

0.000

0.000

270

9.375

2.353

-67.219

0.000

0.000

280

-9.375

-2.353

67.219

0.000

0.000

290

-9.375

-2.353

67.219

0.000

0.000

300

9.375

2.353

-67.219

0.000

0.000

3000

-9.375

-2.353

67.219

0.000

0.000

4000

12.500

3.137

-89.625

0.000

0.000

5000

-0.005

-0.574

0.166

0.000

0.000

100

0.000

0.000

0.000

0.000

0.000

110

0.000

0.000

0.000

0.000

0.000

120

0.000

0.000

0.000

0.000

0.000

130

0.000

0.000

0.000

0.000

0.000

140

0.000

0.000

0.000

0.000

0.000

150

0.000

0.000

0.000

0.000

0.000

160

0.000

0.000

0.000

0.000

0.000

170

0.000

0.000

0.000

0.000

0.000

180

0.000

0.000

0.000

0.000

0.000

190

0.000

0.000

0.000

0.000

0.000

60

0.000

0.000

0.000

0.000

0.000

70

0.000

0.000

0.000

0.000

0.000

80

0.000

0.000

0.000

0.000

0.000

90

0.000

0.000

0.000

0.000

0.000

1000

0.253

-0.196

-5.576

0.000

0.000

2000

9.633

-2.551

-72.816

0.000

0.000

210

0.000

0.000

0.000

0.000

0.000

220

0.000

0.000

0.000

0.000

0.000

230

0.000

0.000

0.000

0.000

0.000

240

0.000

0.000

0.000

0.000

0.000

250

0.000

0.000

0.000

0.000

0.000

260

9.379

-2.355

-67.240

0.000

0.000

270

9.379

-2.355

-67.240

0.000

0.000

280

-9.379

2.355

67.240

0.000

0.000

290

-9.379

2.355

67.240

0.000

0.000

300

9.379

-2.355

-67.240

0.000

0.000

3000

-9.379

2.355

67.240

0.000

0.000

4000

12.506

-3.140

-89.653

0.000

0.000

5000 100

0.512 0.000

-0.966 0.000

-11.319 0.000

0.000 0.000

0.000 0.000

110

0.000

0.000

0.000

0.000

0.000

120

0.000

0.000

0.000

0.000

0.000

130

0.000

0.000

0.000

0.000

0.000

140

0.000

0.000

0.000

0.000

0.000

150

0.000

0.000

0.000

0.000

0.000

160

0.000

0.000

0.000

0.000

0.000

170

0.000

0.000

0.000

0.000

0.000

180

0.000

0.000

0.000

0.000

0.000

190

0.000

0.000

0.000

0.000

0.000




..

397


60

0.000

0.000

0.000

0.000

0.000

70

0.000

0.000

0.000

0.000

0.000

80

0.000

0.000

0.000

0.000

0.000

90

0.000

0.000

0.000

0.000

0.000

1000

0.000

0.000

-67.500

0.000

0.000

2000

0.000

0.000

-67.500

0.000

0.000

210

0.000

0.000

0.000

0.000

0.000

220

0.000

0.000

0.000

0.000

0.000

230

0.000

0.000

0.000

0.000

0.000

240

0.000

0.000

0.000

0.000

0.000

250

0.000

0.000

0.000

0.000

0.000

260

0.000

0.000

0.000

0.000

0.000

270

0.000

0.000

0.000

0.000

0.000

280

0.000

0.000

0.000

0.000

0.000

290

0.000

0.000

0.000

0.000

0.000

300

0.000

0.000

0.000

0.000

0.000

3000

0.000

0.000

-67.500

0.000

0.000

4000

0.000

0.000

-67.500

0.000

0.000

5000

0.000

0.000

-67.500

0.000

0.000

100

0.000

0.000

0.000

0.000

0.000

110

0.000

0.000

0.000

0.000

0.000

120

0.000

0.000

0.000

0.000

0.000

130

0.000

0.000

0.000

0.000

0.000

140

0.000

0.000

0.000

0.000

0.000

150

0.000

0.000

0.000

0.000

0.000

160

0.000

0.000

0.000

0.000

0.000

170

0.000

0.000

0.000

0.000

0.000

180

0.000

0.000

0.000

0.000

0.000

190

0.000

0.000

0.000

0.000

0.000

60

0.000

0.000

0.000

0.000

0.000

70

0.000

0.000

0.000

0.000

0.000

80

0.000

0.000

0.000

0.000

0.000

90

0.000

0.000

0.000

0.000

0.000

3.5.2 Load Combination in Footing Bottom (With Pier SW) F t . N a me

P r . N a me

F1

1

L . C o mb .


Fx

Fy

Fz

Mx

My

1000

-0.253

0.196

-6.119

-0.313

-0.406

2000

9.122

-2.157

61.100

3.451

14.594

210 220

0.000 0.000

0.000 0.000

-0.543 -0.543

0.000 0.000

0.000 0.000

230

0.000

0.000

-0.543

0.000

0.000

240

0.000

0.000

-0.543

0.000

0.000

250

0.000

0.000

-0.543

0.000

0.000

260

9.375

-2.353

66.676

3.764

15.000

270

9.375

-2.353

66.676

3.764

15.000

280

-9.375

2.353

-67.762

-3.764

-15.000

290

-9.375

2.353

-67.762

-3.764

-15.000

300

9.375

-2.353

66.676

3.764

15.000




..

2

395


3000

-9.375

2.353

-67.762

-3.764

-15.000

4000

12.500

-3.137

89.082

5.019

20.000

5000

0.005

-0.574

-0.377

0.919

0.008

100

0.000

0.000

-0.543

0.000

0.000

110

0.000

0.000

-0.543

0.000

0.000

120

0.000

0.000

-0.543

0.000

0.000

130

0.000

0.000

-0.543

0.000

0.000

140

0.000

0.000

-0.543

0.000

0.000

150

0.000

0.000

-0.543

0.000

0.000

160

0.000

0.000

-0.543

0.000

0.000

170

0.000

0.000

-0.543

0.000

0.000

180

0.000

0.000

-0.543

0.000

0.000

190

0.000

0.000

-0.543

0.000

0.000

60

0.000

0.000

-0.543

0.000

0.000

70

0.000

0.000

-0.543

0.000

0.000

80

0.000

0.000

-0.543

0.000

0.000

90

0.000

0.000

-0.543

0.000

0.000

1000

-0.253

-0.196

-6.119

0.313

-0.406

2000

9.126

2.159

61.121

-3.455

14.602

210

0.000

0.000

-0.543

0.000

0.000

220

0.000

0.000

-0.543

0.000

0.000

230

0.000

0.000

-0.543

0.000

0.000

240

0.000

0.000

-0.543

0.000

0.000

250

0.000

0.000

-0.543

0.000

0.000

260

9.379

2.355

66.697

-3.768

15.007

270

9.379

2.355

66.697

-3.768

15.007

280

-9.379

-2.355

-67.783

3.768

-15.007

290

-9.379

-2.355

-67.783

3.768

-15.007

300

9.379

2.355

66.697

-3.768

15.007

3000

-9.379

-2.355

-67.783

3.768

-15.007

4000

12.506

3.140

89.110

-5.024

20.010

5000

-0.512

-0.966

-11.861

1.545

-0.819

100

0.000

0.000

-0.543

0.000

0.000

110

0.000

0.000

-0.543

0.000

0.000

120

0.000

0.000

-0.543

0.000

0.000

130

0.000

0.000

-0.543

0.000

0.000

140

0.000

0.000

-0.543

0.000

0.000

150

0.000

0.000

-0.543

0.000

0.000

160

0.000

0.000

-0.543

0.000

0.000

170 180

0.000 0.000

0.000 0.000

-0.543 -0.543

0.000 0.000

0.000 0.000

190

0.000

0.000

-0.543

0.000

0.000

60

0.000

0.000

-0.543

0.000

0.000

70

0.000

0.000

-0.543

0.000

0.000

80

0.000

0.000

-0.543

0.000

0.000

90

0.000

0.000

-0.543

0.000

0.000

1000

0.253

0.196

-6.119

-0.313

0.406

2000

9.628

2.549

-73.338

-4.078

15.406

210

0.000

0.000

-0.543

0.000

0.000

220

0.000

0.000

-0.543

0.000

0.000




..

396


230

0.000

0.000

-0.543

0.000

0.000

240

0.000

0.000

-0.543

0.000

0.000

250

0.000

0.000

-0.543

0.000

0.000

260

9.375

2.353

-67.762

-3.764

15.000

270

9.375

2.353

-67.762

-3.764

15.000

280

-9.375

-2.353

66.676

3.764

-15.000

290

-9.375

-2.353

66.676

3.764

-15.000

300

9.375

2.353

-67.762

-3.764

15.000

3000

-9.375

-2.353

66.676

3.764

-15.000

4000

12.500

3.137

-90.168

-5.019

20.000

5000

-0.005

-0.574

-0.377

0.919

-0.008

100

0.000

0.000

-0.543

0.000

0.000

110

0.000

0.000

-0.543

0.000

0.000

120

0.000

0.000

-0.543

0.000

0.000

130

0.000

0.000

-0.543

0.000

0.000

140

0.000

0.000

-0.543

0.000

0.000

150

0.000

0.000

-0.543

0.000

0.000

160

0.000

0.000

-0.543

0.000

0.000

170

0.000

0.000

-0.543

0.000

0.000

180

0.000

0.000

-0.543

0.000

0.000

190

0.000

0.000

-0.543

0.000

0.000

60

0.000

0.000

-0.543

0.000

0.000

70

0.000

0.000

-0.543

0.000

0.000

80

0.000

0.000

-0.543

0.000

0.000

90

0.000

0.000

-0.543

0.000

0.000

1000

0.253

-0.196

-6.119

0.313

0.406

2000

9.633

-2.551

-73.359

4.081

15.413

210

0.000

0.000

-0.543

0.000

0.000

220

0.000

0.000

-0.543

0.000

0.000

230

0.000

0.000

-0.543

0.000

0.000

240

0.000

0.000

-0.543

0.000

0.000

250

0.000

0.000

-0.543

0.000

0.000

260

9.379

-2.355

-67.783

3.768

15.007

270

9.379

-2.355

-67.783

3.768

15.007

280

-9.379

2.355

66.697

-3.768

-15.007

290

-9.379

2.355

66.697

-3.768

-15.007

300

9.379

-2.355

-67.783

3.768

15.007

3000

-9.379

2.355

66.697

-3.768

-15.007

4000

12.506

-3.140

-90.196

5.024

20.010

5000 100

0.512 0.000

-0.966 0.000

-11.861 -0.543

1.545 0.000

0.819 0.000

110

0.000

0.000

-0.543

0.000

0.000

120

0.000

0.000

-0.543

0.000

0.000

130

0.000

0.000

-0.543

0.000

0.000

140

0.000

0.000

-0.543

0.000

0.000

150

0.000

0.000

-0.543

0.000

0.000

160

0.000

0.000

-0.543

0.000

0.000

170

0.000

0.000

-0.543

0.000

0.000

180

0.000

0.000

-0.543

0.000

0.000

190

0.000

0.000

-0.543

0.000

0.000




..

397


60

0.000

0.000

-0.543

0.000

0.000

70

0.000

0.000

-0.543

0.000

0.000

80

0.000

0.000

-0.543

0.000

0.000

90

0.000

0.000

-0.543

0.000

0.000

1000

0.000

0.000

-85.973

0.000

0.000

2000

0.000

0.000

-85.973

0.000

0.000

210

0.000

0.000

-18.473

0.000

0.000

220

0.000

0.000

-18.473

0.000

0.000

230

0.000

0.000

-18.473

0.000

0.000

240

0.000

0.000

-18.473

0.000

0.000

250

0.000

0.000

-18.473

0.000

0.000

260

0.000

0.000

-18.473

0.000

0.000

270

0.000

0.000

-18.473

0.000

0.000

280

0.000

0.000

-18.473

0.000

0.000

290

0.000

0.000

-18.473

0.000

0.000

300

0.000

0.000

-18.473

0.000

0.000

3000

0.000

0.000

-85.973

0.000

0.000

4000

0.000

0.000

-85.973

0.000

0.000

5000

0.000

0.000

-85.973

0.000

0.000

100

0.000

0.000

-18.473

0.000

0.000

110

0.000

0.000

-18.473

0.000

0.000

120

0.000

0.000

-18.473

0.000

0.000

130

0.000

0.000

-18.473

0.000

0.000

140

0.000

0.000

-18.473

0.000

0.000

150

0.000

0.000

-18.473

0.000

0.000

160

0.000

0.000

-18.473

0.000

0.000

170

0.000

0.000

-18.473

0.000

0.000

180

0.000

0.000

-18.473

0.000

0.000

190

0.000

0.000

-18.473

0.000

0.000

60

0.000

0.000

-18.473

0.000

0.000

70

0.000

0.000

-18.473

0.000

0.000

80

0.000

0.000

-18.473

0.000

0.000

90

0.000

0.000

-18.473

0.000

0.000

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

F t . N a me F1 p

L . C o mb .

Fx


Fy

Fz

Mx

CL.oo Gfa. d s

My

1000

0.000

0.000

-441.992

0.000

0.000

5500.0,5500.0

2000

37.509

0.000

-441.992

0.000

1270.141

8237.9,5500.0

210

0.000

0.000

-352.187

0.000

0.000

5500.0 ,5500.0

220

0.000

0.000

-352.187

0.000

0.000

5500.0 ,5500.0

230

0.000

0.000

-352.187

0.000

0.000

5500.0 ,5500.0

240

0.000

0.000

-352.187

0.000

0.000

5500.0 ,5500.0

250

0.000

0.000

-352.187

0.000

0.000

5500.0 ,5500.0




..


260

37.509

0.000

-352.187

0.000

1270.141

8936.0,5500.0

270

37.509

0.000

-352.187

0.000

1270.141

8936.0,5500.0

280

-37.509

0.000

-352.187

0.000

-1270.141

2064.0,5500.0

290

-37.509

0.000

-352.187

0.000

-1270.141

2064.0,5500.0

300

37.509

0.000

-352.187

0.000

1270.141

8936.0,5500.0

3000 4000

-37.509 50.012

0.000 0.000

-419.687 -419.687

0.000 0.000

-1270.141 1693.521

2616.6,5500.0 9344.5,5500.0

5000

0.000

-3.080

-441.992

108.290

0.000

5500.0,5266.1

Load Combination of Ultimate Condition p

: PileType

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

Ft.Name Sec.Nam L . C o mb .

F1 p

S1

Fx


Fy

Fz

Mx

My

LCo.a G f d. s

100

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

110

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

120

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

130

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

140

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

150

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

160 170

0.000 0.000

0.000 0.000

-20.644 -20.644

0.000 0.000

0.000 0.000

5500.0,5500.0 5500.0,5500.0

180

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

190

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

60

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

70

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

80

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0

90

0.000

0.000

-20.644

0.000

0.000

5500.0,5500.0




..


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 Fz My X Mx Y a. Vertical - Bi Axial : R = 2 2 Np Xi Yi - Ru = Rmax - Uf = Min[ 0 , R

min

]

- Ru < Va => OK 2

b. Horizontal - Hmax =

2

( Hxi + Hyi ) < Ha => OK Np

c. Uplift - Uf < Ua => OK Ver. / Uf. = Vertical / Uplift

4.1.2 Check of Vertical & Uplift Reaction Ft .Name F1

Np(EA)

F l( mm)

16

2

F w( mm )

11000

2

2

Xi (m )

11000

2

Yi (m )

180

180

Unit( tonf )

Ft .Name F1

L . C o mb . 4000

Pi le CHIMNEY

R

Max

68.568

R

Min

-16.108

Ru

Uf

68.568

-16.108

Ra 70

Resu lt

Ua 17

OK

4.1.3 Check Of Horizontal Reaction Ft .Name F1

L . C o mb . 4000

Pi le CHIMNEY KSB


H m a x( t o n f ) 3.126

H a( t o n f ) 5

Resu lt OK



..


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 . C o mb .

F1 p

S1

S1

X

Y


F lo rF w

Slo rSw

Fz

M

Q

100

11000.00

11000.00

20.644

0.00

20.644

110

11000.00

11000.00

20.644

0.00

20.644

120

11000.00

11000.00

20.644

0.00

20.644

130

11000.00

11000.00

20.644

0.00

20.644

140

11000.00

11000.00

20.644

0.00

20.644

150

11000.00

11000.00

20.644

0.00

20.644

160

11000.00

11000.00

20.644

0.00

20.644

170

11000.00

11000.00

20.644

0.00

20.644

180

11000.00

11000.00

20.644

0.00

20.644

190

11000.00

11000.00

20.644

0.00

20.644

60

11000.00

11000.00

20.644

0.00

20.644

70

11000.00

11000.00

20.644

0.00

20.644

80

11000.00

11000.00

20.644

0.00

20.644

90

11000.00

11000.00

20.644

0.00

20.644

100

11000.00

11000.00

20.644

0.000

20.644

110

11000.00

11000.00

20.644

0.000

20.644

120

11000.00

11000.00

20.644

0.000

20.644

130

11000.00

11000.00

20.644

0.000

20.644

140

11000.00

11000.00

20.644

0.000

20.644

150

11000.00

11000.00

20.644

0.000

20.644

160

11000.00

11000.00

20.644

0.000

20.644

170

11000.00

11000.00

20.644

0.000

20.644

180

11000.00

11000.00

20.644

0.000

20.644

190

11000.00

11000.00

20.644

0.000

20.644

60

11000.00

11000.00

20.644

0.000

20.644

70

11000.00

11000.00

20.644

0.000

20.644

80

11000.00

11000.00

20.644

0.000

20.644

90

11000.00

11000.00

20.644

0.000

20.644



..


5.1.2 Design Parameters Yield Strength - 10M ~ 16M : fy1 , 19M ~ : 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 2

Unit(kgf/cm ,mm)

f(Flexure)

f(Shear)

0.9

0.75

fck

fy1

250.00

fy2

2400.00

3900.00

f_ cl 50.0

f_ clt 50.0

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

As

1=

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 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 3 fck 200 As (As 5 = bw d) (As4 = b d) ---- ACI Eq (10-3) fy fy - 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

r b = 0.85 b

1

bd fck 0.003 Es fy 0.003 Es + f y

b

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 2 , f = 0.9 , r .req = 0.85 fck f bd fy


( 1-

1-

2Rn 0.85fck

)

f p_ cl b 150.0



..


5.2.2 Check of Footing Reinforcement Footing Name : F1

GroupType : Mat_Foundation

- X direction (Unit Width)

Se c . N a me S1

L . C o mb . 90 90

Se c . N a me S1

5 - 16M @ 200

7.150

botom

5 - 16M @ 200

5.500

74.200

1.000

64.200

Mu (tonf-m)

Rn

top

0.198

0.040

90

bottom

-

-

L . C o mb .

2

2

d( c m )

1.000

90

2

(Acsm

)

10.053 10.053

r .Req 0.0000 -

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

90

top

8.000

0.124

0.165

43.473

38.885

299.160

90

bottom

8.000

-

-

37.614

33.644

258.842

Se c . N a me S1

W i d t hb( m)

Lo (m c .)

top

L . C o mb .

Se c . N a me S1

U s i n gB a r( m m)

2

L . C o mb .

2

Resu lt

Using As(cm)

Select As(cm)

90

top

10.053

8.000

OK

90

bottom

10.053

8.000

OK

- Y direction (Unit Width)

Se c . N a me S1

L . C o mb .

d( c m )

2

(Acsm

top

5 - 16M @ 200

7.150

1.000

72.600

10.053

90

botom

5 - 16M @ 200

5.500

1.000

62.600

10.053

L . C o mb . 90 90

Se c . N a me S1

W i d t hb( m)

Lo (m c .)

90

Se c . N a me S1

U s i n gB a r( m m)

Mu (tonf-m)

Rn

0.198

0.042

top bottom

L . C o mb .

r .Req 0.0000

-

2

2

2

)

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

90

top

8.000

0.126

0.168

42.536

38.047

292.709

90

bottom

8.000

-

-

36.677

32.806

252.391

Se c . N a me

L . C o mb .

2

2

Resu lt

Using As(cm)

Select As(cm)

90

top

10.053

8.000

OK

90

bottom

10.053

8.000

OK

S1




..


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

f

ck

B'wd

(eq 11-3)

- Vu <= f Vc , then OK!!

5.3.2 Check of One-Way Shear FootingName : F1

GroupType : Mat_Foundation

PileType : True

Unit : mm 11000

1

395

0 0 0 1 1

2 9 0 9

397

2

396

9092

- X direction One-Way Shear (Unit Width)

Se c . N a me L . C o mb . S1

100

Loc. (mm)

d (mm)

Bw (mm)

9092

642

1000

Loc. (mm)

d (mm)

Bw (mm)

9092

626

1000

fVc (tonf) 40.373

Vu (tonf) 0.07

Resu lt OK

- Y direction One-Way Shear (Unit Width)

Se c . N a me L . C o mb . S1

100


fVc (tonf) 39.367

Vu (tonf) 0.07

Resu lt OK



..


5.4 TWO WAY SHEAR FORCE 5.4.1 Two-Way Shear Formula Vu = Fz Shade Ratio (a) f Vc1 = 0.75 2 (1 + 2/ b c) (b) f Vc2 = 0.75 2 (1 + (c) f Vc3= 0.75 4

f

ck

s

fck bod

d / 2 bo)

(eq 11-33)

fck bo d (eq 11-34)

bdo

(eq 11-35)

f Vc = Min(f Vc1 , f Vc2 , f Vc3) Vu f Vc , then OK

<- Vc1 <- Vc2

<- Vc3

ACI 318-05 CODE 11.12.2.1

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 Footing Area - Punching Area Shade Ratio = Footing Area

5.4.2 Check of Two-WayShear Ft.Name 11000

F1 Punching Area

Pr.Name

1

397 Pile effect

1575.416 tonf

Pl

3500 mm f Vc3

1050.278 tonf

Pw

3500 mm f Vc

1043.525 tonf

L.Comb. 0 0 0 1 1

397

2

396

bo / d

13007.25 / 642 mm Vu

bc / s

5.5 PILE PUNCHING SHEAR FORCE 5.5.1 Pile Punching Shear Formula Vu = Fz Shade Ratio (a) f Vc1 = 0.75 2 (1 + 2/ b c) (b) f Vc2 = 0.75 2 (1 + (c) f Vc3= 0.75 4

f

ck

s

fck bo d

d / 2 b o)

bdo

f Vc = Min( f Vc1 , f Vc2 , f Vc3 ) Vu f Vc , then OK

(eq 11-33)

fck bo d (eq 11-34) (eq 11-35)

<- Vc1 <- Vc2

<- Vc3

ACI 318-05 CODE 11.12.2.1

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


14.941 / 16

Circle f Vc1 90 f Vc2

Shape

395

2

134527.800 cm

1 / 40 Result

1043.525 tonf

17.250 tonf

OK



..


5.5.2 Check of Pile Punching Shear Ft.Name 11000

Pile No.

13

14

15

16

9

10

11

12

Shape L.Comb.

0 0 0 1 1

PileName 5678

1234

Diameter bo d


2

F1 Punching Area 1 bc /

s

9840.641 cm 40

/

1

Square f Vc1

480.598 tonf

100 f Vc2

678.586 tonf

f Vc3

320.398 tonf

CHIMNEY KSB

350mm f Vc 3968mm Vu 642mm Result

320.398 tonf 22.012 tonf

OK

COLUMN CALCULATION SHEET

One-Stop Solution for Column

TITLE

DESCRIPTION

PROJECT/JOB NO. PROJECT/JOB NAME

WEST SUMBAWA CFSPP PROJECT 2X7 MW PLTU SUMBAWA BARAT 2X7 MW

CLIENTNAME

PTPLN(Persero)UIPKITRINGNUSRA

SITE NAME

TALIWANG

DOCUMENT NO. REFERENCE NO. STRUCTURENAME

CHIMNEYSTRUCTUREKSB

GROUP NAME LOADCOMBINATION GROUP NAME REV

DATE


DESCRIPTION

PREP'D

CHK'D

APPR'D

APPR'D


Calculation Sheet of Pier

..

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





..


1. INPUT DATA 1.1 General Design Code

American Concrete Institute (ACI 318) [Metric]

Input Unit

MKS

f Bending

f Axial

0.9

fck

Output Unit

f Sprial reinf. 0.9

f y (10M ~ 1 6M) 2

250 kgf/cm

2

2400 kgf/cm

MKS

f Tied reinf.

0.7

f y (19M ~) 2

3900 kgf/cm

f Shear

0.65

Ec

0.75

Es 2

235000 kgf/cm

SD t ebe l 2

2000000 kgf/cm

Cover 50 mm

ASTM A615 (M)

1.2 Pier Data 600

50

Pier Name

1

Ver Bar

19M, 10 EA

Pier Shape

Circle

Tie Bar

-

Width

600 mm

Fck

250 kgf/cm

Length

600 mm

fy

3900 kgf/cm

Height

800 mm

Using As

28.35 cm

dy

-

2

Ver Bar

19M, 10 EA

Pier Shape

Circle

Tie Bar

-

Width

600 mm

Fck

250 kgf/cm

Length

600 mm

fy

3900 kgf/cm

dx

2

Main Bar Bar Check 600

Main Bar Bar Check 600

2

Bar Check

2

2

2

3 EA , Area = 28.353cm , Amin (1%) = 28.3cm , Amax (5%) = 141.4cm Reinforcrment Area is OK 50

Pier Name

2

2

2

Height

800 mm

Using As

28.35 cm

dx

-

dy

-

2

2

2

3 EA , Area = 28.353cm , Amin (1%) = 28.3cm , Amax (5%) = 141.4cm Reinforcrment Area is OK 50

Pier Name

395

Ver Bar

19M, 10 EA

Pier Shape

Circle

Tie Bar

-

Width

600 mm

Fck

250 kgf/cm

Length

600 mm

fy

3900 kgf/cm

Height

800 mm

Using As

28.35 cm

dy

-

dx Main Bar

2

2

2

2

3 EA , Area = 28.353cm , Amin (1%) = 28.3cm , Amax (5%) = 141.4cm Reinforcrment Area is OK


2

2

2



..

600

50

Client : PT PLN (Persero)... Page 3

Pier Name

396

Ver Bar

Pier Shape

Circle

Tie Bar

-

Width

600 mm

Fck

250 kgf/cm

Length

600 mm

fy

3900 kgf/cm

19M, 10 EA

2

2

2

Height

800 mm

Using As

28.35 cm

dx

-

dy

-

2

2

2

Main Bar

Project No. : WEST SUMBAWA CFSPP PR..

3 EA , Area = 28.353cm , Amin (1%) = 28.3cm , Amax (5%) = 141.4cm

Bar Check

Reinforcrment Area is OK

3500

50

Pier Name

397

Ver Bar

19M, 70 EA

Pier Shape

Circle

Tie Bar

-

Width

3500 mm

Fck

250 kgf/cm

Length

3500 mm

fy

3900 kgf/cm

Height

800 mm

Using As

198.47 cm

dx

-

dy

-

2

Main Bar

2

2

2

2

2

18 EA , Area = 198.47cm , Amin (1%) = 962.1cm , Amax (5%) = 4810.6cm

Bar Check

Reinforcrment Area is too small

1.3 Loading Data 1.3.1 Load Case PN i earme


Name

Fx

Fy

SW Loadtype Seismic

1

2

395

396

Fz

Mx

My

0

0

-0.543

0

0

12.5

-3.137

89.625

0

0


-0.687

0.592

-11.436

0

0

Loadtype None Title Ll Loadtype None Title

-0.338

0.261

-7.435

0

0

5.767

-1.416

40.465

0

0

Loadtype None Title

0.862

-2.567

19.141

0

0

DL

0

0

0

0

0

SW Loadtype Seismic

0

0

-0.543

0

0

12.506


-0.687


-0.338

3.14 -0.592

89.653 -11.436

-0.261

0 0

-7.435

0 0

0

0

5.77

1.418

40.48

0

0

Loadtype None Title

-0.862

-2.567

-19.141

0

0

DL

0

0

0

0

0

SW Loadtype Seismic

0

0

-0.543

0

0

12.5


0.687


0.338

3.137 0.592 0.261

-89.625

0

-11.436

0

-7.435

0

0 0 0

5.767

1.416

-40.465

0

0

Loadtype None Title

-0.862

-2.567

19.141

0

0

DL

0

0

0

0

0

SW

0

0

-0.543

0

0




..

Loadtype Seismic

12.506


0.687


0.338


-3.14 -0.592

-89.653

0

-11.436

-0.261

0

0

-7.435

0

0

0

5.77

-1.418

-40.48

0

0

Loadtype None Title

0.862

-2.567

-19.141

0

0

DL

0

0

0

0

0

SW

0

0

-18.473

0

0

DL

0

0

-90

0

0

397

1.3.2 Load Combination List Comb . ID

L o a d C o mb i n a t i o n f o r R e i n f o r c e me n t

100

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + 1.3 Loadtype Wind Title Wx

110

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + 1.3 Loadtype Wind Title Wz

120

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + 1.0 Loadtype Seismic Title Ex

130

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + -1.0 Loadtype Seismic Title Ex

140

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + 1.0 Loadtype Seismic Title Ez

150

1.0 SW + 1.2 Loadtype Dead Title Dl + .5 Loadtype Live Title Ll + -1.0 Loadtype Seismic Title Ez

160

1.0 SW + .9 Loadtype Dead Title Dl + 1.3 Loadtype Wind Title Wx

170

1.0 SW + .9 Loadtype Dead Title Dl + -1.3 Loadtype Wind Title Wx

180

1.0 SW + 1.0 Loadtype Dead Title Dl + 1.3 Loadtype Wind Title Wz

190

1.0 SW + .9 Loadtype Dead Title Dl + -1.3 Loadtype Wind Title Wz

60

1.0 SW + 1.4 Loadtype Dead Title Dl

70

1.0 SW + 1.2 Loadtype Dead Title Dl + 1.6 Loadtype Live Title Ll

80

1.0 SW + 1.2 Loadtype Dead Title Dl + 1.6 Loadtype Live Title Ll + .8 Loadtype Wind Title Wx

90

1.0 SW + 1.2 Loadtype Dead Title Dl + 1.6 Loadtype Live Title Ll + .8 Loadtype Wind Title Wz

1.3.3 In Pier Top P .N a me

1

2


LC#

Fx

Fy

Fz

Mx

My

100

0

0

0

0

0

110

0

0

0

0

0

120

0

0

0

0

0

130

0

0

0

0

0

140

0

0

0

0

0

150

0

0

0

0

0

160

0

0

0

0

0

170

0

0

0

0

0

180

0

0

0

0

0

190

0

0

0

0

0

60

0

0

0

0

0

70

0

0

0

0

0

80

0

0

0

0

0

90

0

0

0

0

0

100

0

0

0

0

0




..

395

396


110

0

0

0

0

0

120

0

0

0

0

0

130

0

0

0

0

0

140

0

0

0

0

0

150

0

0

0

0

0

160 170

0 0

0 0

0 0

0 0

0 0

180

0

0

0

0

0

190

0

0

0

0

0

60

0

0

0

0

0

70

0

0

0

0

0

80

0

0

0

0

0

90

0

0

0

0

0

100

0

0

0

0

0

110

0

0

0

0

0

120

0

0

0

0

0

130

0

0

0

0

0

140

0

0

0

0

0

150

0

0

0

0

0

160

0

0

0

0

0

170

0

0

0

0

0

180

0

0

0

0

0

190

0

0

0

0

0

60

0

0

0

0

0

70

0

0

0

0

0

80

0

0

0

0

0

90

0

0

0

0

0

100

0

0

0

0

0

110

0

0

0

0

0

120

0

0

0

0

0

130

0

0

0

0

0

140

0

0

0

0

0

150

0

0

0

0

0

160

0

0

0

0

0

170

0

0

0

0

0

180

0

0

0

0

0

190

0

0

0

0

0

60

0

0

0

0

0

70

0

0

0

0

0

80

0

0

0

0

0

90

0

0

0

0

0




..

397


100

0

0

0

0

0

110

0

0

0

0

0

120

0

0

0

0

0

130

0

0

0

0

0

140

0

0

0

0

0

150 160

0 0

0 0

0 0

0 0

0 0

170

0

0

0

0

0

180

0

0

0

0

0

190

0

0

0

0

0

60

0

0

0

0

0

70

0

0

0

0

0

80

0

0

0

0

0

90

0

0

0

0

0

Fx

Fy

Fz

Mx

My

100

0

0

0.543

0

0

110

0

0

0.543

0

0

120

0

0

0.543

0

0

130

0

0

0.543

0

0

140

0

0

0.543

0

0

150

0

0

0.543

0

0

160

0

0

0.543

0

0

170

0

0

0.543

0

0

180

0

0

0.543

0

0

190

0

0

0.543

0

0

60

0

0

0.543

0

0

70

0

0

0.543

0

0

80

0

0

0.543

0

0

90

0

0

0.543

0

0

100

0

0

0.543

0

0

110 120

0 0

0 0

0.543 0.543

0 0

0 0

130

0

0

0.543

0

0

140

0

0

0.543

0

0

150

0

0

0.543

0

0

160

0

0

0.543

0

0

170

0

0

0.543

0

0

180

0

0

0.543

0

0

190

0

0

0.543

0

0

1.3.4 In Pier Bottom P .N a me

1

2

LC#





..

395

396

397


60

0

0

0.543

0

0

70

0

0

0.543

0

0

80

0

0

0.543

0

0

90

0

0

0.543

0

0

100

0

0

0.543

0

0

110 120

0 0

0 0

0.543 0.543

0 0

0 0

130

0

0

0.543

0

0

140

0

0

0.543

0

0

150

0

0

0.543

0

0

160

0

0

0.543

0

0

170

0

0

0.543

0

0

180

0

0

0.543

0

0

190

0

0

0.543

0

0

60

0

0

0.543

0

0

70

0

0

0.543

0

0

80

0

0

0.543

0

0

90

0

0

0.543

0

0

100

0

0

0.543

0

0

110

0

0

0.543

0

0

120

0

0

0.543

0

0

130

0

0

0.543

0

0

140

0

0

0.543

0

0

150

0

0

0.543

0

0

160

0

0

0.543

0

0

170

0

0

0.543

0

0

180

0

0

0.543

0

0

190

0

0

0.543

0

0

60

0

0

0.543

0

0

70

0

0

0.543

0

0

80

0

0

0.543

0

0

90

0

0

0.543

0

0

100

0

0

18.473

0

0

110

0

0

18.473

0

0

120

0

0

18.473

0

0

130

0

0

18.473

0

0

140

0

0

18.473

0

0

150

0

0

18.473

0

0

160

0

0

18.473

0

0

170

0

0

18.473

0

0

180

0

0

18.473

0

0




..


190

0

0

18.473

0

0

60

0

0

18.473

0

0

70

0

0

18.473

0

0

80

0

0

18.473

0

0

90

0

0

18.473

0

0




..

2. ONE-WAY SHEAR 2.1 FORMULA 1) Maximum Axial Load Strength - Po = 0.85 fck (Ag-Ast) + - Pnmax = f 1Po

f y Ast

( 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 = fy/Es in the tension reinforcement. The ratio of neutral axis depth cb is shown below Cb eu = d eu + ey

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

f Pn = f 0.85 fck ( Acomp f Mn = f 0.85 fck ( Acomp +

(1 to 28) fs

fs(i) = e (i) Es

, - fy

(1 to 11)

Ast ) +

(1 to 11)

Ast ) ( h/2 - c + y c )

(1 to 28) fs

Ast

Ast ( h/2 - c + y s )

fs(i)

fy

Sprial or Tied Reinforcement Reduction Factor

f = 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 d ns =

1

Pc =

5) Shear f Vc = f 2 fck b

p EI 2 (klu) 2

Cm 1-Pu/0.75Pc

w

d

, f Vs =

f Vsmax = f 8 fck b w d (psi) f Vn = f Vc + f Vs


f fy Av d s

EI =

(psi)

0.2EcIg + EsIse 1+ d




..


2.2 PM DIAGRAM & ANALYSIS 2.2.1 Pier Name : 1 (tonf , tonf-m )

P

Axis

X-A x i s ( A l lc o mb . )

700

Po

662.841 tonf

Pn / fPn

596.557 tonf / 417.590 tonf

Mn / fMn

16.04 tonf-m / 11.23 tonf-m

Pb / fPb

329.529 tonf / 230.670 tonf

200

Mb / fM

46.25 tonf-m / 32.38 tonf-m

100

c(Balanced)

376.79 mm

emin

33.24 mm

klu / rx

10.67

Slender

Neglect

Axis

Y-A x i s ( A l lc o mb . )

Pnmax

600 500

f Pnmax

400

Balanced

300

0

Mx

-100 10

20

30

40

50

60

(tonf , tonf-m )

P 700

Po

662.841 tonf

Pn / fPn

596.557 tonf / 417.590 tonf

Mn / fMn

16.11 tonf-m / 11.23 tonf-m

Pb / fPb

341.918 tonf / 230.670 tonf

200

Mb / fM

45.87 tonf-m / 32.38 tonf-m

100

c(Balanced)

376.79 mm

emin

33.24 mm

klu / rx

10.67

Slender

Neglect

Pnmax

600 500

f Pnmax

400

Balanced

300

0

My

-100 10

20

30

40


50

60



..


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

Axis


Po

662.841 tonf

Pn / fPn

596.557 tonf / 417.590 tonf

Mn / fMn

16.04 tonf-m / 11.23 tonf-m

Pb / fPb

329.529 tonf / 230.670 tonf

200

Mb / fM

46.25 tonf-m / 32.38 tonf-m

100

c(Balanced)

376.79 mm

emin

33.24 mm

klu / rx

10.67

Slender

Neglect

Axis


Po

662.841 tonf

Pn / fPn

596.557 tonf / 417.590 tonf

Mn / fMn

16.11 tonf-m / 11.23 tonf-m

Pb / fPb

341.918 tonf / 230.670 tonf

200

Mb / fM

45.87 tonf-m / 32.38 tonf-m

100

c(Balanced)

376.79 mm

emin

33.24 mm

klu / rx

10.67

Slender

Neglect

P 700 Pnmax

600 500

f Pnmax

400

Balanced

300

0

Mx

-100 10

20

30

40

50

60

(tonf , tonf-m )

P 700 Pnmax

600 500

f Pnmax

400

Balanced

300

0

My

-100 10

20

30

40


50

60



..



Axis


Po

662.841 tonf

Pn / fPn

596.557 tonf / 417.590 tonf

Mn / fMn

16.04 tonf-m / 11.23 tonf-m

Pb / fPb

329.529 tonf / 230.670 tonf

200

Mb / fM

46.25 tonf-m / 32.38 tonf-m

100

c(Balanced)

376.79 mm

emin

33.24 mm

klu / rx

10.67

Slender

Neglect

Axis


Po

662.841 tonf

Pn / fPn

596.557 tonf / 417.590 tonf

Mn / fMn

16.11 tonf-m / 11.23 tonf-m

Pb / fPb

341.918 tonf / 230.670 tonf

200

Mb / fM

45.87 tonf-m / 32.38 tonf-m

100

c(Balanced)

376.79 mm

emin

33.24 mm

klu / rx

10.67

Slender

Neglect

P 700 Pnmax

600 500

f Pnmax

400

Balanced

300

0

Mx

-100 10

20

30

40

50

60

(tonf , tonf-m )

P 700 Pnmax

600 500

f Pnmax

400

Balanced

300

0

My

-100 10

20

30

40


50

60



..



Axis


Po

662.841 tonf

Pn / fPn

596.557 tonf / 417.590 tonf

Mn / fMn

16.04 tonf-m / 11.23 tonf-m

Pb / fPb

329.529 tonf / 230.670 tonf

200

Mb / fM

46.25 tonf-m / 32.38 tonf-m

100

c(Balanced)

376.79 mm

emin

33.24 mm

klu / rx

10.67

Slender

Neglect

Axis


Po

662.841 tonf

Pn / fPn

596.557 tonf / 417.590 tonf

Mn / fMn

16.11 tonf-m / 11.23 tonf-m

Pb / fPb

341.918 tonf / 230.670 tonf

200

Mb / fM

45.87 tonf-m / 32.38 tonf-m

100

c(Balanced)

376.79 mm

emin

33.24 mm

klu / rx

10.67

Slender

Neglect

P 700 Pnmax

600 500

f Pnmax

400

Balanced

300

0

Mx

-100 10

20

30

40

50

60

(tonf , tonf-m )

P 700 Pnmax

600 500

f Pnmax

400

Balanced

300

0

My

-100 10

20

30

40


50

60



..



P

20000

15000

Pnmax

f Pnmax

Balanced

10000

5000


Po

20878.720 tonf

Pn / fPn

18790.850 tonf / 13153.590 tonf

Mn / fMn

2863.27 tonf-m / 2004.29 tonf-m

Pb / fPb

12732.190 tonf / 8912.532 tonf

Mb / fM

7535.05 tonf-m / 5274.54 tonf-m

c(Balanced)

2448.21 mm

emin

120.24 mm

klu / rx

1.83

Slender

Neglect

Axis


Po

20878.720 tonf

Pn / fPn

18790.850 tonf / 13153.590 tonf

Mn / fMn

2863.29 tonf-m / 2004.29 tonf-m

Pb / fPb

12739.900 tonf / 8912.532 tonf

Mb / fM

7532.15 tonf-m / 5274.54 tonf-m

c(Balanced)

2448.21 mm

emin

120.24 mm

klu / rx

1.83

Slender

Neglect

Mx

0 2000

4000

6000

8000

10000

(tonf , tonf-m )

P

20000

15000

Axis

Pnmax

f Pnmax

Balanced

10000

5000

My

0 2000

4000

6000

8000

10000

2.3 ANALYSIS & RESULT 2.3.1 Moment Check Pie r

1

unit (tonf-m )

fMnx

fMny

0.02

10.41

10.55

OK

0.02

0.02

10.41

10.55

OK

1

0.02

0.02

10.41

10.55

OK

1

1

0.02

0.02

10.41

10.55

OK

140

1

1

0.02

0.02

10.41

10.55

OK

150

1

1

0.02

0.02

10.41

10.55

OK

160

1

1

0.02

0.02

10.41

10.55

OK

170

1

1

0.02

0.02

10.41

10.55

OK

180

1

1

0.02

0.02

10.41

10.55

OK

L/C#

x

y

100

1

1

0.02

110

1

1

120

1

130


Mux

Muy

Re sult



..

2

395

396


190

1

1

0.02

0.02

10.41

10.55

OK

60

1

1

0.02

0.02

10.41

10.55

OK

70

1

1

0.02

0.02

10.41

10.55

OK

80

1

1

0.02

0.02

10.41

10.55

OK

90

1

1

0.02

0.02

10.41

10.55

OK

100 110

1 1

1 1

0.02 0.02

0.02 0.02

10.41 10.41

10.55 10.55

OK OK

120

1

1

0.02

0.02

10.41

10.55

OK

130

1

1

0.02

0.02

10.41

10.55

OK

140

1

1

0.02

0.02

10.41

10.55

OK

150

1

1

0.02

0.02

10.41

10.55

OK

160

1

1

0.02

0.02

10.41

10.55

OK

170

1

1

0.02

0.02

10.41

10.55

OK

180

1

1

0.02

0.02

10.41

10.55

OK

190

1

1

0.02

0.02

10.41

10.55

OK

60

1

1

0.02

0.02

10.41

10.55

OK

70

1

1

0.02

0.02

10.41

10.55

OK

80

1

1

0.02

0.02

10.41

10.55

OK

90

1

1

0.02

0.02

10.41

10.55

OK

100

1

1

0.02

0.02

10.41

10.55

OK

110

1

1

0.02

0.02

10.41

10.55

OK

120

1

1

0.02

0.02

10.41

10.55

OK

130

1

1

0.02

0.02

10.41

10.55

OK

140

1

1

0.02

0.02

10.41

10.55

OK

150

1

1

0.02

0.02

10.41

10.55

OK

160

1

1

0.02

0.02

10.41

10.55

OK

170

1

1

0.02

0.02

10.41

10.55

OK

180

1

1

0.02

0.02

10.41

10.55

OK

190

1

1

0.02

0.02

10.41

10.55

OK

60

1

1

0.02

0.02

10.41

10.55

OK

70

1

1

0.02

0.02

10.41

10.55

OK

80

1

1

0.02

0.02

10.41

10.55

OK

90

1

1

0.02

0.02

10.41

10.55

OK

100

1

1

0.02

0.02

10.41

10.55

OK

110

1

1

0.02

0.02

10.41

10.55

OK

120

1

1

0.02

0.02

10.41

10.55

OK

130

1

1

0.02

0.02

10.41

10.55

OK

140

1

1

0.02

0.02

10.41

10.55

OK

150

1

1

0.02

0.02

10.41

10.55

OK

160

1

1

0.02

0.02

10.41

10.55

OK

170

1

1

0.02

0.02

10.41

10.55

OK




..

397


180

1

1

0.02

0.02

10.41

10.55

OK

190

1

1

0.02

0.02

10.41

10.55

OK

60

1

1

0.02

0.02

10.41

10.55

OK

70

1

1

0.02

0.02

10.41

10.55

OK

80

1

1

0.02

0.02

10.41

10.55

OK

90 100

1 1

1 1

0.02 2.22

0.02 2.22

10.41 517.26

10.55 516.74

OK OK

110

1

1

2.22

2.22

517.26

516.74

OK

120

1

1

2.22

2.22

517.26

516.74

OK

130

1

1

2.22

2.22

517.26

516.74

OK

140

1

1

2.22

2.22

517.26

516.74

OK

150

1

1

2.22

2.22

517.26

516.74

OK

160

1

1

2.22

2.22

517.26

516.74

OK

170

1

1

2.22

2.22

517.26

516.74

OK

180

1

1

2.22

2.22

517.26

516.74

OK

190

1

1

2.22

2.22

517.26

516.74

OK

60

1

1

2.22

2.22

517.26

516.74

OK

70

1

1

2.22

2.22

517.26

516.74

OK

80

1

1

2.22

2.22

517.26

516.74

OK

90

1

1

2.22

2.22

517.26

516.74

OK

2.3.2 Force Check Pie r

1

L/C#

unit (tonf )

Fz

fPs

fPnmax

Resu lt

100

-61.14

417.59

0.54

OK

110

-61.14

417.59

0.54

OK

120

-61.14

417.59

0.54

OK

130

-61.14

417.59

0.54

OK

140

-61.14

417.59

0.54

OK

150

-61.14

417.59

0.54

OK

160

-61.14

417.59

0.54

OK

170

-61.14

417.59

0.54

OK

180

-61.14

417.59

0.54

OK

190 60

-61.14 -61.14

417.59 417.59

0.54 0.54

OK OK

70

-61.14

417.59

0.54

OK

80

-61.14

417.59

0.54

OK

90

-61.14

417.59

0.54

OK

100

-61.14

417.59

0.54

OK

110

-61.14

417.59

0.54

OK

120

-61.14

417.59

0.54

OK

130

-61.14

417.59

0.54

OK

2




..

395

396

397


140

-61.14

417.59

0.54

OK

150

-61.14

417.59

0.54

OK

160

-61.14

417.59

0.54

OK

170

-61.14

417.59

0.54

OK

180

-61.14

417.59

0.54

OK

190 60

-61.14 -61.14

417.59 417.59

0.54 0.54

OK OK

70

-61.14

417.59

0.54

OK

80

-61.14

417.59

0.54

OK

90

-61.14

417.59

0.54

OK

100

-61.14

417.59

0.54

OK

110

-61.14

417.59

0.54

OK

120

-61.14

417.59

0.54

OK

130

-61.14

417.59

0.54

OK

140

-61.14

417.59

0.54

OK

150

-61.14

417.59

0.54

OK

160

-61.14

417.59

0.54

OK

170

-61.14

417.59

0.54

OK

180

-61.14

417.59

0.54

OK

190

-61.14

417.59

0.54

OK

60

-61.14

417.59

0.54

OK

70

-61.14

417.59

0.54

OK

80

-61.14

417.59

0.54

OK

90

-61.14

417.59

0.54

OK

100

-61.14

417.59

0.54

OK

110

-61.14

417.59

0.54

OK

120

-61.14

417.59

0.54

OK

130

-61.14

417.59

0.54

OK

140

-61.14

417.59

0.54

OK

150

-61.14

417.59

0.54

OK

160

-61.14

417.59

0.54

OK

170

-61.14

417.59

0.54

OK

180

-61.14

417.59

0.54

OK

190

-61.14

417.59

0.54

OK

60

-61.14

417.59

0.54

OK

70

-61.14

417.59

0.54

OK

80

-61.14

417.59

0.54

OK

90

-61.14

417.59

0.54

OK

100

-427.96

13153.59

18.47

OK

110

-427.96

13153.59

18.47

OK

120

-427.96

13153.59

18.47

OK




..


130

-427.96

13153.59

18.47

OK

140

-427.96

13153.59

18.47

OK

150

-427.96

13153.59

18.47

OK

160

-427.96

13153.59

18.47

OK

170

-427.96

13153.59

18.47

OK

180 190

-427.96 -427.96

13153.59 13153.59

18.47 18.47

OK OK

60

-427.96

13153.59

18.47

OK

70

-427.96

13153.59

18.47

OK

80

-427.96

13153.59

18.47

OK

90

-427.96

13153.59

18.47

OK

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 Bwd A v fy d - Vs = s - Vu <= f Vc + f Vs - When, Value of

(eq 11-3) (eq 11-15)

, f = 0.75 (eq 11-1) f Vs shall not exceed f 8 fck Bw d (Vs max)

3.2 ONE-WAY SHEAR Na Pm . e

Dir.

Unit(tonf)

fVc

fVs

fVs max

100

17.945

8.402

71.781

0

OK

110

17.945

8.402

71.781

0

OK

120

17.945

8.402

71.781

0

OK

130

17.945

8.402

71.781

0

OK

140

17.945

8.402

71.781

0

OK

150

17.945

8.402

71.781

0

OK

160

17.945

8.402

71.781

0

OK

170

17.945

8.402

71.781

0

OK

180

17.945

8.402

71.781

0

OK

190

17.945

8.402

71.781

0

OK

60

17.945

8.402

71.781

0

OK

70

17.945

8.402

71.781

0

OK

80

17.945

8.402

71.781

0

OK

90

17.945

8.402

71.781

0

OK

100

17.945

8.402

71.781

0

OK

110

17.945

8.402

71.781

0

OK

120

17.945

8.402

71.781

0

OK

LC#

X 1

Y


Vu

R esult



..

Y

X

2

Y

395

X


130

17.945

8.402

71.781

0

OK

140

17.945

8.402

71.781

0

OK

150

17.945

8.402

71.781

0

OK

160

17.945

8.402

71.781

0

OK

170

17.945

8.402

71.781

0

OK

180 190

17.945 17.945

8.402 8.402

71.781 71.781

0 0

OK OK

60

17.945

8.402

71.781

0

OK

70

17.945

8.402

71.781

0

OK

80

17.945

8.402

71.781

0

OK

90

17.945

8.402

71.781

0

OK

100

17.945

8.402

71.781

0

OK

110

17.945

8.402

71.781

0

OK

120

17.945

8.402

71.781

0

OK

130

17.945

8.402

71.781

0

OK

140

17.945

8.402

71.781

0

OK

150

17.945

8.402

71.781

0

OK

160

17.945

8.402

71.781

0

OK

170

17.945

8.402

71.781

0

OK

180

17.945

8.402

71.781

0

OK

190

17.945

8.402

71.781

0

OK

60

17.945

8.402

71.781

0

OK

70

17.945

8.402

71.781

0

OK

80

17.945

8.402

71.781

0

OK

90

17.945

8.402

71.781

0

OK

100

17.945

8.402

71.781

0

OK

110

17.945

8.402

71.781

0

OK

120

17.945

8.402

71.781

0

OK

130

17.945

8.402

71.781

0

OK

140

17.945

8.402

71.781

0

OK

150

17.945

8.402

71.781

0

OK

160

17.945

8.402

71.781

0

OK

170

17.945

8.402

71.781

0

OK

180

17.945

8.402

71.781

0

OK

190

17.945

8.402

71.781

0

OK

60

17.945

8.402

71.781

0

OK

70

17.945

8.402

71.781

0

OK

80

17.945

8.402

71.781

0

OK

90

17.945

8.402

71.781

0

OK

100

17.945

8.402

71.781

0

OK

110

17.945

8.402

71.781

0

OK




..

X

Y

396

X

Y


120

17.945

8.402

71.781

0

OK

130

17.945

8.402

71.781

0

OK

140

17.945

8.402

71.781

0

OK

150

17.945

8.402

71.781

0

OK

160

17.945

8.402

71.781

0

OK

170 180

17.945 17.945

8.402 8.402

71.781 71.781

0 0

OK OK

190

17.945

8.402

71.781

0

OK

60

17.945

8.402

71.781

0

OK

70

17.945

8.402

71.781

0

OK

80

17.945

8.402

71.781

0

OK

90

17.945

8.402

71.781

0

OK

100

17.945

8.402

71.781

0

OK

110

17.945

8.402

71.781

0

OK

120

17.945

8.402

71.781

0

OK

130

17.945

8.402

71.781

0

OK

140

17.945

8.402

71.781

0

OK

150

17.945

8.402

71.781

0

OK

160

17.945

8.402

71.781

0

OK

170

17.945

8.402

71.781

0

OK

180

17.945

8.402

71.781

0

OK

190

17.945

8.402

71.781

0

OK

60

17.945

8.402

71.781

0

OK

70

17.945

8.402

71.781

0

OK

80

17.945

8.402

71.781

0

OK

90

17.945

8.402

71.781

0

OK

100

17.945

8.402

71.781

0

OK

110

17.945

8.402

71.781

0

OK

120

17.945

8.402

71.781

0

OK

130

17.945

8.402

71.781

0

OK

140

17.945

8.402

71.781

0

OK

150

17.945

8.402

71.781

0

OK

160

17.945

8.402

71.781

0

OK

170

17.945

8.402

71.781

0

OK

180

17.945

8.402

71.781

0

OK

190

17.945

8.402

71.781

0

OK

60

17.945

8.402

71.781

0

OK

70

17.945

8.402

71.781

0

OK

80

17.945

8.402

71.781

0

OK

90

17.945

8.402

71.781

0

OK

100

17.945

8.402

71.781

0

OK




..

Y

X

397

Y


110

17.945

8.402

71.781

0

OK

120

17.945

8.402

71.781

0

OK

130

17.945

8.402

71.781

0

OK

140

17.945

8.402

71.781

0

OK

150

17.945

8.402

71.781

0

OK

160 170

17.945 17.945

8.402 8.402

71.781 71.781

0 0

OK OK

180

17.945

8.402

71.781

0

OK

190

17.945

8.402

71.781

0

OK

60

17.945

8.402

71.781

0

OK

70

17.945

8.402

71.781

0

OK

80

17.945

8.402

71.781

0

OK

90

17.945

8.402

71.781

0

OK

100

605.419

54.592

2421.675

0

OK

110

605.419

54.592

2421.675

0

OK

120

605.419

54.592

2421.675

0

OK

130

605.419

54.592

2421.675

0

OK

140

605.419

54.592

2421.675

0

OK

150

605.419

54.592

2421.675

0

OK

160

605.419

54.592

2421.675

0

OK

170

605.419

54.592

2421.675

0

OK

180

605.419

54.592

2421.675

0

OK

190

605.419

54.592

2421.675

0

OK

60

605.419

54.592

2421.675

0

OK

70

605.419

54.592

2421.675

0

OK

80

605.419

54.592

2421.675

0

OK

90

605.419

54.592

2421.675

0

OK

100

605.419

54.592

2421.675

0

OK

110

605.419

54.592

2421.675

0

OK

120

605.419

54.592

2421.675

0

OK

130

605.419

54.592

2421.675

0

OK

140

605.419

54.592

2421.675

0

OK

150

605.419

54.592

2421.675

0

OK

160

605.419

54.592

2421.675

0

OK

170

605.419

54.592

2421.675

0

OK

180

605.419

54.592

2421.675

0

OK

190

605.419

54.592

2421.675

0

OK

60

605.419

54.592

2421.675

0

OK

70

605.419

54.592

2421.675

0

OK

80

605.419

54.592

2421.675

0

OK

90

605.419

54.592

2421.675

0

OK


GS AFES 3 Pond-chimney

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