foundation calculation sheet one-stop solution for … · calculation sheet of foundation

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. WEST SUMBAWA CFSPP PROJECT 2X7 MW

PROJECT/JOB NAME PLTU SUMBAWA BARAT 2X7 MW

CLIENT NAME PT PLN (Persero) UIP KITRING NUSRA

SITE NAME TALIWANG

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME CHIMNEY STRUCTURE KSB

LOAD COMBINATION GROUP NAME

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

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

Calculation Sheetof

Foundation

Project Na. : PLTU SUMBAWA BARAT 2X7 ..

Project No. : WEST SUMBAWA CFSPP PR..

Client : PT PLN (Persero)...

FOUNDATION LISTS

Group Name No. Description No. Description

CHIMNEYKSB 1 F1

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


Calculation Sheetof

Foundation




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



Calculation Sheetof

Foundation




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 CHIMNEY KSB

Footing List F1

Diameter 350 mm

Length 20 m

Thick 350 mm

Shape Square

Capacity ( Ha , Ua , Va ) 5 , 17 , 70 tonf

1.3 SUBSOIL CONDITION & SAFETY FACTORS

Items Description

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 %



Reinforcement (10M ~ 16M , yield strength)

Reinforcement (19M ~ , yield strength)

250.000 kgf/cm2

150.000 kgf/cm2

2400.000 kgf/cm2

3900.000 kgf/cm2

1.800 ton/m3

2.400 ton/m3

2.000 106 kgf/cm2

235000.000 kgf/cm2

Calculation Sheetof

Foundation




Allowable Increase of Pile Uplift (Wind) 0 %

Allowable Increase of Pile Uplift (Seismic) 0 %

Allowable Increase of Pile Uplift (Test) 0 %

Safety factor against overturning for OVM1(FO1) 2




Safety factor against sliding for the SL1(FS1) 2




0.35


Comb . ID Load Combination for stability

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

2601.0 SW + .75 Loadtype Dead Title Dl + .75 Loadtype Live Title Ll + .75 Loadtype Seismic Title Slx + .22 Loadtype Seismic Title Slz

2701.0 SW + .75 Loadtype Dead Title Dl + .75 Loadtype Live Title Ll + .75 Loadtype Seismic Title Slx + -.225 Loadtype Seismic Title Slz

2801.0 SW + .75 Loadtype Dead Title Dl + .75 Loadtype Live Title Ll + -.75 Loadtype Seismic Title Slx + -.225 Loadtype Seismic Title Slz

2901.0 SW + .75 Loadtype Dead Title Dl + .75 Loadtype Live Title Ll + -.75 Loadtype Seismic Title Slx + .225 Loadtype Seismic Title Slz

3001.0 SW + .75 Loadtype Dead Title Dl + .75 Loadtype Live Title Ll + .75 Loadtype Seismic Title Slx + .225 Loadtype Seismic Title Slz + .75 Loadtype None Title 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 Load Combination for Reinforcement

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



Friction factor (m)

Calculation Sheetof

Foundation




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



Calculation Sheetof

Foundation




2. DRAWING

2.1 LOCATION PLAN

2.2 DETAIL SKETCH



REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

PLTU SUMBAWA BARAT 2X7 MW PROJECT

FOUNDATION LOCATION PLAN

CHIMNEY STRUCTURE KSB

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

WEST SUMBAWA CFSPP PROJECT 2X7 MW

MICROFILM NO.

F1

1

2

395

396

397

A01

01

Z X

Y

TAIL PULLEY FRAME COAL CONVEYOR C-1B - Method 1 - ACI318(MKS) 4/11/2016 Page 7


2.2 DETAIL SKETCH

OUTPUT UNIT : mm




N O T E S

* PILE

16-¡à350 CHIMNEY KSB

* 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

395

396

397

LC FOOTING

LC

FO

OT

ING

1

10003000x3

1000

10

00

3000

x3

1000

10004500x2

1000

10

00

4500

x2

1000

11000

1100

0

FOUNDATION PLAN




N O T E S

* PILE

16-¡à350 CHIMNEY KSB

* 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

16M@200

16M

@20

0

50

TY

P.

16M@200

16M

@20

0

TOP BOTTOM

REINFORCEMENT PLAN



OUTPUT UNIT : mm

1

2

395

396

397

80

0

LEAN CONC. 50 THK

2 397 396

50

0

ELEVATION S1 - X



F1 Item No.

1

50TYP.

13M

10-19M

600

30

GR

.

80

0

70

10

01

3M

@1

50

7519M

2

50TYP.

13M

10-19M

600

62.5475

62.5

62

.5

47

5

62

.5

30

GR

.

80

0

70

10

01

3M

@1

50

75

19M

75

PR

.

395

50TYP.

13M

10-19M

600

62.5475

62.5

62

.5

47

5

62

.5

30

GR

.

80

0

70

10

01

3M

@1

50

75

19M

75

PR

.

396

50TYP.

13M

10-19M

600

62.5475

62.5

62.5

475

62.5

30 G

R.

800

70

100

13M

@15

075

19M

75 P

R.

397

50TYP.

13M

70-19M

3500

1512.5475

1512.5

1512

.5 47515

12.5

30 G

R.

800

70

100

13M

@15

075

19M

75 P

R.



Calculation Sheetof

Foundation




3. FOUNDATION DATA

3.1 FOOTING DATA

1

2

395

396

397

11000

11000

The Origin coordinate

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

800

800

500

Unit : mmFt. Name F1

Ft. Type

Area

Ft. Thickness 800.00 mm

Ft. Volume

Ft. Weight 232.320 tonf

Soil Height 500.00 mm

Soil Volume

Soil Weight 99.223 tonf

Buoyancy Not Consider

Self Weight (except Pr.SW) 331.543 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

F1

1 Circle 600.000 600.000 800.000 0.543 -4500.000 4500.000

2 Circle 600.000 600.000 800.000 0.543 -4500.000 -4500.000

395 Circle 600.000 600.000 800.000 0.543 4500.000 4500.000

396 Circle 600.000 600.000 800.000 0.543 4500.000 -4500.000

397 Circle 3500.000 3500.000 800.000 18.473 0.000 0.000



MAT

121.000 m2

96.800 m3

55.124 m3

0.283

0.283

0.283

0.283

9.621

Calculation Sheetof

Foundation




3.3 SECTION DATA

11000

11000

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 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 )

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

F1

1

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

2

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



121.000 m2

96.800 m3

232.320 tonf

55.124 m3

99.223 tonf

20.644 tonf 352.187 tonf

Calculation Sheetof

Foundation




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

395

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

396

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

3971 0.000 0.000 -18.473 0.000 0.000

7 0.000 0.000 -90.000 0.000 0.000

Footing SW 0.000 0.000 -331.543 0.000 0.000


In Pier Top

without Self Weight

In Footing Bottom

with Pier Self Weight,

But without Footing Self Weight,

In Footing Bottom Center

with Pier & Footing Self Weight & Soil Weight,

Case PileType

in centroid of Pile Group

Case NonPileType

in centroid of Footing

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

Ft.Name Pr.Name L.Comb.

1

1000 -0.253 0.196 -5.576 0.000 0.000

2000 9.122 -2.157 61.643 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 9.375 -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



SFx SFy SFz SMx SMy

F1

Calculation Sheetof

Foundation




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

2

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 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

395

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



Calculation Sheetof

Foundation




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

396

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 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 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



Calculation Sheetof

Foundation




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

397

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)Unit( tonf , tonf-m )

Ft.Name Pr.Name L.Comb.

1

1000 -0.253 0.196 -6.119 -0.313 -0.406

2000 9.122 -2.157 61.100 3.451 14.594

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 9.375 -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



SFx SFy SFz SMx SMy

F1

Calculation Sheetof

Foundation




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

2

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 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

395

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



Calculation Sheetof

Foundation




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

396

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 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 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



Calculation Sheetof

Foundation




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

397

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 Unit( tonf , tonf-m )

Ft.Name L.Comb. C.G. of Loads

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



SFx SFy SFz SMx SMy

F1 p

Calculation Sheetof

Foundation




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 -37.509 0.000 -419.687 0.000 -1270.141 2616.6 , 5500.0

4000 50.012 0.000 -419.687 0.000 1693.521 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 Unit( tonf , tonf-m )

Ft.Name Sec.Nam L.Comb. C.G. of Loads

S1

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 0.000 0.000 -20.644 0.000 0.000 5500.0 , 5500.0

170 0.000 0.000 -20.644 0.000 0.000 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



SFx SFy SFz SMx SMy

F1 p

Calculation Sheetof

Foundation




4. CHECK OF STABILITY

4.1 CHECK OF PILE REACTION (Bi-Axial)

4.1.1 Formula

if footing is checked in Buoyancy SFz means SFz - Fb

a. Vertical - Bi Axial : R = SFz

Np

SMy X

S Xi2

SMx Y

S Yi2

- Ru = Rmax

- Uf = Min[ 0 , Rmin ]

- Ru < Va => OK

b. Horizontal - Hmax = (SHxi

2 + SHyi

2)

Np < Ha => OK

c. Uplift - Uf < Ua => OK

Ver. / Uf. = Vertical / Uplift

4.1.2 Check of Vertical & Uplift Reaction

Ft.Name Np(EA) Fl (mm) Fw (mm)

F1 16 11000 11000 180 180

Unit( tonf )

Ft.Name L.Comb. Pile Result

F1 4000 CHIMNEY 68.568 -16.108 68.568 -16.108 70 17

4.1.3 Check Of Horizontal Reaction

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

F1 4000CHIMNEY

KSB3.126 5



SXi2 (m

2) SYi

2 (m

2)

R Max R Min Ru Uf Ra Ua

OK

OK

Calculation Sheetof

Foundation




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

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

S1 Y

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



SFz SM SQ

F1 p

Calculation Sheetof

Foundation




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

Unit(kgf/cm2,mm)

fck fy1 fy2 f_cl f_clt fp_clb

0.9 0.75 250.00 2400.00 3900.00 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.

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 )



150.0

f(Flexure) f(Shear)

Calculation Sheetof

Foundation




5.2.2 Check of Footing Reinforcement

Footing Name : F1 GroupType : Mat_Foundation

- X direction (Unit Width)

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

S190 top 7.150 1.000 74.200 10.053

90 botom 5.500 1.000 64.200 10.053

Sec.Name L.Comb.

S190 top 0.040 0.0000

90 bottom - -

Sec.Name L.Comb.

S190 top 8.000 0.124 0.165 43.473 38.885 299.160

90 bottom 8.000 - - 37.614 33.644 258.842

Sec.Name L.Comb. Result

S190 top 10.053 8.000

90 bottom 10.053 8.000

- Y direction (Unit Width)

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

S190 top 7.150 1.000 72.600 10.053

90 botom 5.500 1.000 62.600 10.053

Sec.Name L.Comb.

S190 top 0.042 0.0000

90 bottom - -

Sec.Name L.Comb.

S190 top 8.000 0.126 0.168 42.536 38.047 292.709

90 bottom 8.000 - - 36.677 32.806 252.391


S190 top 10.053 8.000

90 bottom 10.053 8.000



Loc. (m) As (cm2)

5 - 16M @ 200

5 - 16M @ 200

Mu (tonf-m) Rn r.Req

0.198

-

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)

5 - 16M @ 200

5 - 16M @ 200

Mu (tonf-m) Rn r.Req

0.198

-

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

Calculation Sheetof

Foundation




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

395

396

397

11000

11000

9092

9092

Unit : mm

- X direction One-Way Shear (Unit Width)


S1 100 9092 642 1000 40.373 0.07 OK

- Y direction One-Way Shear (Unit Width)


S1 100 9092 626 1000 39.367 0.07 OK



Loc. (mm) d (mm) Bw (mm) fVc (tonf) Vu (tonf)

Loc. (mm) d (mm) Bw (mm) fVc (tonf) Vu (tonf)

Calculation Sheetof

Foundation




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

11000

11

00

0

1

2

395

396

397

Ft.Name F1 Punching Area

Pr.Name 397 Pile effect

Shape Circle

L.Comb. 90

Pl 3500 mm

Pw 3500 mm

bo / d 13007.25 / 642 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

134527.800 cm2

14.941 / 16

1575.416 tonf

1043.525 tonf

1050.278 tonf

1043.525 tonf

17.250 tonf

OK

Calculation Sheetof

Foundation




5.5.2 Check of Pile Punching Shear

11000

11

00

0

1 2 3 4

5 6 7 8

9 10 11 12

13 14 15 16

Ft.Name F1 Punching Area

Pile No. 1 1 / 40

Shape Square

L.Comb. 100

PileName CHIMNEY KSB

Diameter 350mm

bo 3968mm Vu

d 642mm Result



bc / as

f Vc1

f Vc2

f Vc3

f Vc

9840.641 cm2

480.598 tonf

678.586 tonf

320.398 tonf

320.398 tonf

22.012 tonf

OK

COLUMN CALCULATION SHEET

One-Stop Solution for Column

TITLE DESCRIPTION

PROJECT/JOB NO. WEST SUMBAWA CFSPP PROJECT 2X7 MW

PROJECT/JOB NAME PLTU SUMBAWA BARAT 2X7 MW

CLIENT NAME PT PLN (Persero) UIP KITRING NUSRA

SITE NAME TALIWANG

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME CHIMNEY STRUCTURE KSB

GROUP NAME

LOADCOMBINATION GROUP NAME

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


Calculation Sheetof

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



Calculation Sheetof

Pier




1. INPUT DATA

1.1 General

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

Input Unit MKS Output Unit MKS

0.9 0.9 0.7 0.65 0.75

fck Ec Es Steel Db Cover

50 mm

1.2 Pier Data

60050

Pier Name 1 Ver Bar

Pier Shape Circle Tie Bar -

Width 600 mm Fck

Length 600 mm fy

Height 800 mm Using As

dx - dy -

Main Bar

Bar Check

60050

Pier Name 2 Ver Bar


Width 600 mm Fck

Length 600 mm fy


dx - dy -

Main Bar

Bar Check

60050

Pier Name 395 Ver Bar


Width 600 mm Fck

Length 600 mm fy


dx - dy -

Main Bar

Bar Check



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

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

250 kgf/cm2

2400 kgf/cm2

3900 kgf/cm2

235000 kgf/cm2

2000000 kgf/cm2

ASTM A615 (M)

19M, 10 EA

250 kgf/cm2

3900 kgf/cm2

28.35 cm2

3 EA , Area = 28.353cm2 , Amin (1%) = 28.3cm

2 , Amax (5%) = 141.4cm

2

Reinforcrment Area is OK

19M, 10 EA

250 kgf/cm2

3900 kgf/cm2

28.35 cm2

3 EA , Area = 28.353cm2 , Amin (1%) = 28.3cm

2 , Amax (5%) = 141.4cm

2


19M, 10 EA

250 kgf/cm2

3900 kgf/cm2

28.35 cm2

3 EA , Area = 28.353cm2 , Amin (1%) = 28.3cm

2 , Amax (5%) = 141.4cm

2


Calculation Sheetof

Pier




60050



Width 600 mm Fck

Length 600 mm fy


dx - dy -

Main Bar

Bar Check

350050



Width 3500 mm Fck

Length 3500 mm fy


dx - dy -

Main Bar

Bar Check

1.3 Loading Data

1.3.1 Load Case Unit( tonf , tonf-m )

Pier Name Name Fx Fy Fz Mx My

1

SW 0 0 -0.543 0 0

Loadtype Seismic 12.5 -3.137 89.625 0 0

Loadtype None Title Dl -0.687 0.592 -11.436 0 0

Loadtype None Title Ll -0.338 0.261 -7.435 0 0

Loadtype None Title 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

2

SW 0 0 -0.543 0 0

Loadtype Seismic 12.506 3.14 89.653 0 0

Loadtype None Title Dl -0.687 -0.592 -11.436 0 0

Loadtype None Title Ll -0.338 -0.261 -7.435 0 0

Loadtype None Title 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

395

SW 0 0 -0.543 0 0

Loadtype Seismic 12.5 3.137 -89.625 0 0

Loadtype None Title Dl 0.687 0.592 -11.436 0 0

Loadtype None Title Ll 0.338 0.261 -7.435 0 0

Loadtype None Title 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

396 SW 0 0 -0.543 0 0



19M, 10 EA

250 kgf/cm2

3900 kgf/cm2

28.35 cm2

3 EA , Area = 28.353cm2 , Amin (1%) = 28.3cm

2 , Amax (5%) = 141.4cm

2


19M, 70 EA

250 kgf/cm2

3900 kgf/cm2

198.47 cm2

18 EA , Area = 198.47cm2 , Amin (1%) = 962.1cm2 , Amax (5%) = 4810.6cm2

Reinforcrment Area is too small

Calculation Sheetof

Pier




Loadtype Seismic 12.506 -3.14 -89.653 0 0

Loadtype None Title Dl 0.687 -0.592 -11.436 0 0

Loadtype None Title Ll 0.338 -0.261 -7.435 0 0

Loadtype None Title 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

397SW 0 0 -18.473 0 0

DL 0 0 -90 0 0

1.3.2 Load Combination List

Comb . ID Load Combination for Reinforcement

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 Unit( tonf , tonf-m )

P. Name LC#

1

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

2 100 0 0 0 0 0



SFx SFy SFz SMx SMy

Calculation Sheetof

Pier




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

395

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

396

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



Calculation Sheetof

Pier




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 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

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

P. Name LC#

1

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

2

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



SFx SFy SFz SMx SMy

Calculation Sheetof

Pier




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

395

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

396

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

397

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



Calculation Sheetof

Pier




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



Calculation Sheetof

Pier




2. ONE-WAY SHEAR

2.1 FORMULA

1) 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



Calculation Sheetof

Pier




2.2 PM DIAGRAM & ANALYSIS

2.2.1 Pier Name : 1

(tonf , tonf-m )

-100

0

100

200

300

400

500

600

700

10 20 30 40 50 60

P

Mx

Pnmax

fPnmax

Balanced

Axis X - Axis (All comb.)

Po 662.841 tonf

596.557 tonf / 417.590 tonf

16.04 tonf-m / 11.23 tonf-m

329.529 tonf / 230.670 tonf

46.25 tonf-m / 32.38 tonf-m

c(Balanced) 376.79 mm

emin 33.24 mm

klu / rx 10.67

Slender Neglect

(tonf , tonf-m )

-100

0

100

200

300

400

500

600

700

10 20 30 40 50 60

P

My

Pnmax

fPnmax

Balanced

Axis Y - Axis (All comb.)

Po 662.841 tonf

596.557 tonf / 417.590 tonf

16.11 tonf-m / 11.23 tonf-m

341.918 tonf / 230.670 tonf

45.87 tonf-m / 32.38 tonf-m


emin 33.24 mm

klu / rx 10.67

Slender Neglect



Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheetof

Pier




2.2.2 Pier Name : 2

(tonf , tonf-m )

-100

0

100

200

300

400

500

600

700

10 20 30 40 50 60

P

Mx

Pnmax

fPnmax

Balanced


Po 662.841 tonf

596.557 tonf / 417.590 tonf

16.04 tonf-m / 11.23 tonf-m

329.529 tonf / 230.670 tonf

46.25 tonf-m / 32.38 tonf-m


emin 33.24 mm

klu / rx 10.67

Slender Neglect

(tonf , tonf-m )

-100

0

100

200

300

400

500

600

700

10 20 30 40 50 60

P

My

Pnmax

fPnmax

Balanced


Po 662.841 tonf

596.557 tonf / 417.590 tonf

16.11 tonf-m / 11.23 tonf-m

341.918 tonf / 230.670 tonf

45.87 tonf-m / 32.38 tonf-m


emin 33.24 mm

klu / rx 10.67

Slender Neglect



Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheetof

Pier




2.2.3 Pier Name : 395

(tonf , tonf-m )

-100

0

100

200

300

400

500

600

700

10 20 30 40 50 60

P

Mx

Pnmax

fPnmax

Balanced


Po 662.841 tonf

596.557 tonf / 417.590 tonf

16.04 tonf-m / 11.23 tonf-m

329.529 tonf / 230.670 tonf

46.25 tonf-m / 32.38 tonf-m


emin 33.24 mm

klu / rx 10.67

Slender Neglect

(tonf , tonf-m )

-100

0

100

200

300

400

500

600

700

10 20 30 40 50 60

P

My

Pnmax

fPnmax

Balanced


Po 662.841 tonf

596.557 tonf / 417.590 tonf

16.11 tonf-m / 11.23 tonf-m

341.918 tonf / 230.670 tonf

45.87 tonf-m / 32.38 tonf-m


emin 33.24 mm

klu / rx 10.67

Slender Neglect



Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheetof

Pier




2.2.4 Pier Name : 396

(tonf , tonf-m )

-100

0

100

200

300

400

500

600

700

10 20 30 40 50 60

P

Mx

Pnmax

fPnmax

Balanced


Po 662.841 tonf

596.557 tonf / 417.590 tonf

16.04 tonf-m / 11.23 tonf-m

329.529 tonf / 230.670 tonf

46.25 tonf-m / 32.38 tonf-m


emin 33.24 mm

klu / rx 10.67

Slender Neglect

(tonf , tonf-m )

-100

0

100

200

300

400

500

600

700

10 20 30 40 50 60

P

My

Pnmax

fPnmax

Balanced


Po 662.841 tonf

596.557 tonf / 417.590 tonf

16.11 tonf-m / 11.23 tonf-m

341.918 tonf / 230.670 tonf

45.87 tonf-m / 32.38 tonf-m


emin 33.24 mm

klu / rx 10.67

Slender Neglect



Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheetof

Pier




2.2.5 Pier Name : 397

(tonf , tonf-m )

0

5000

10000

15000

20000

2000 4000 6000 8000 10000

P

Mx

Pnmax

fPnmaxBalanced


Po 20878.720 tonf

18790.850 tonf / 13153.590 tonf

2863.27 tonf-m / 2004.29 tonf-m

12732.190 tonf / 8912.532 tonf

7535.05 tonf-m / 5274.54 tonf-m


emin 120.24 mm

klu / rx 1.83

Slender Neglect

(tonf , tonf-m )

0

5000

10000

15000

20000

2000 4000 6000 8000 10000

P

My

Pnmax

fPnmaxBalanced


Po 20878.720 tonf

18790.850 tonf / 13153.590 tonf

2863.29 tonf-m / 2004.29 tonf-m

12739.900 tonf / 8912.532 tonf

7532.15 tonf-m / 5274.54 tonf-m


emin 120.24 mm

klu / rx 1.83

Slender Neglect

2.3 ANALYSIS & RESULT

2.3.1 Moment Check unit (tonf-m )

Pier L/C# Result

1

100 1 1 0.02 0.02 10.41 10.55

110 1 1 0.02 0.02 10.41 10.55

120 1 1 0.02 0.02 10.41 10.55

130 1 1 0.02 0.02 10.41 10.55

140 1 1 0.02 0.02 10.41 10.55

150 1 1 0.02 0.02 10.41 10.55

160 1 1 0.02 0.02 10.41 10.55

170 1 1 0.02 0.02 10.41 10.55

180 1 1 0.02 0.02 10.41 10.55



Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

dx dy SdMux SdMuy fMnx fMny

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Pier




190 1 1 0.02 0.02 10.41 10.55

60 1 1 0.02 0.02 10.41 10.55

70 1 1 0.02 0.02 10.41 10.55

80 1 1 0.02 0.02 10.41 10.55

90 1 1 0.02 0.02 10.41 10.55

2

100 1 1 0.02 0.02 10.41 10.55

110 1 1 0.02 0.02 10.41 10.55

120 1 1 0.02 0.02 10.41 10.55

130 1 1 0.02 0.02 10.41 10.55

140 1 1 0.02 0.02 10.41 10.55

150 1 1 0.02 0.02 10.41 10.55

160 1 1 0.02 0.02 10.41 10.55

170 1 1 0.02 0.02 10.41 10.55

180 1 1 0.02 0.02 10.41 10.55

190 1 1 0.02 0.02 10.41 10.55

60 1 1 0.02 0.02 10.41 10.55

70 1 1 0.02 0.02 10.41 10.55

80 1 1 0.02 0.02 10.41 10.55

90 1 1 0.02 0.02 10.41 10.55

395

100 1 1 0.02 0.02 10.41 10.55

110 1 1 0.02 0.02 10.41 10.55

120 1 1 0.02 0.02 10.41 10.55

130 1 1 0.02 0.02 10.41 10.55

140 1 1 0.02 0.02 10.41 10.55

150 1 1 0.02 0.02 10.41 10.55

160 1 1 0.02 0.02 10.41 10.55

170 1 1 0.02 0.02 10.41 10.55

180 1 1 0.02 0.02 10.41 10.55

190 1 1 0.02 0.02 10.41 10.55

60 1 1 0.02 0.02 10.41 10.55

70 1 1 0.02 0.02 10.41 10.55

80 1 1 0.02 0.02 10.41 10.55

90 1 1 0.02 0.02 10.41 10.55

396

100 1 1 0.02 0.02 10.41 10.55

110 1 1 0.02 0.02 10.41 10.55

120 1 1 0.02 0.02 10.41 10.55

130 1 1 0.02 0.02 10.41 10.55

140 1 1 0.02 0.02 10.41 10.55

150 1 1 0.02 0.02 10.41 10.55

160 1 1 0.02 0.02 10.41 10.55

170 1 1 0.02 0.02 10.41 10.55



OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Pier




180 1 1 0.02 0.02 10.41 10.55

190 1 1 0.02 0.02 10.41 10.55

60 1 1 0.02 0.02 10.41 10.55

70 1 1 0.02 0.02 10.41 10.55

80 1 1 0.02 0.02 10.41 10.55

90 1 1 0.02 0.02 10.41 10.55

397

100 1 1 2.22 2.22 517.26 516.74

110 1 1 2.22 2.22 517.26 516.74

120 1 1 2.22 2.22 517.26 516.74

130 1 1 2.22 2.22 517.26 516.74

140 1 1 2.22 2.22 517.26 516.74

150 1 1 2.22 2.22 517.26 516.74

160 1 1 2.22 2.22 517.26 516.74

170 1 1 2.22 2.22 517.26 516.74

180 1 1 2.22 2.22 517.26 516.74

190 1 1 2.22 2.22 517.26 516.74

60 1 1 2.22 2.22 517.26 516.74

70 1 1 2.22 2.22 517.26 516.74

80 1 1 2.22 2.22 517.26 516.74

90 1 1 2.22 2.22 517.26 516.74

2.3.2 Force Check unit (tonf )

Pier L/C# Result

1

100 -61.14 417.59 0.54

110 -61.14 417.59 0.54

120 -61.14 417.59 0.54

130 -61.14 417.59 0.54

140 -61.14 417.59 0.54

150 -61.14 417.59 0.54

160 -61.14 417.59 0.54

170 -61.14 417.59 0.54

180 -61.14 417.59 0.54

190 -61.14 417.59 0.54

60 -61.14 417.59 0.54

70 -61.14 417.59 0.54

80 -61.14 417.59 0.54

90 -61.14 417.59 0.54

2

100 -61.14 417.59 0.54

110 -61.14 417.59 0.54

120 -61.14 417.59 0.54

130 -61.14 417.59 0.54



OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

SFz fPs fPnmax

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Pier




140 -61.14 417.59 0.54

150 -61.14 417.59 0.54

160 -61.14 417.59 0.54

170 -61.14 417.59 0.54

180 -61.14 417.59 0.54

190 -61.14 417.59 0.54

60 -61.14 417.59 0.54

70 -61.14 417.59 0.54

80 -61.14 417.59 0.54

90 -61.14 417.59 0.54

395

100 -61.14 417.59 0.54

110 -61.14 417.59 0.54

120 -61.14 417.59 0.54

130 -61.14 417.59 0.54

140 -61.14 417.59 0.54

150 -61.14 417.59 0.54

160 -61.14 417.59 0.54

170 -61.14 417.59 0.54

180 -61.14 417.59 0.54

190 -61.14 417.59 0.54

60 -61.14 417.59 0.54

70 -61.14 417.59 0.54

80 -61.14 417.59 0.54

90 -61.14 417.59 0.54

396

100 -61.14 417.59 0.54

110 -61.14 417.59 0.54

120 -61.14 417.59 0.54

130 -61.14 417.59 0.54

140 -61.14 417.59 0.54

150 -61.14 417.59 0.54

160 -61.14 417.59 0.54

170 -61.14 417.59 0.54

180 -61.14 417.59 0.54

190 -61.14 417.59 0.54

60 -61.14 417.59 0.54

70 -61.14 417.59 0.54

80 -61.14 417.59 0.54

90 -61.14 417.59 0.54

397

100 -427.96 13153.59 18.47

110 -427.96 13153.59 18.47

120 -427.96 13153.59 18.47



OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Pier




130 -427.96 13153.59 18.47

140 -427.96 13153.59 18.47

150 -427.96 13153.59 18.47

160 -427.96 13153.59 18.47

170 -427.96 13153.59 18.47

180 -427.96 13153.59 18.47

190 -427.96 13153.59 18.47

60 -427.96 13153.59 18.47

70 -427.96 13153.59 18.47

80 -427.96 13153.59 18.47

90 -427.96 13153.59 18.47

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 fck Bw d (eq 11-3)

- Vs = Av fy d

s (eq 11-15)

- Vu <= f Vc + f Vs , f = 0.75 (eq 11-1)

- When, Value of f Vs shall not exceed f 8 fck Bw d (Vs max)

3.2 ONE-WAY SHEARUnit(tonf)

P. Name Dir. LC# Vu Result

1

X

100 17.945 8.402 71.781 0

110 17.945 8.402 71.781 0

120 17.945 8.402 71.781 0

130 17.945 8.402 71.781 0

140 17.945 8.402 71.781 0

150 17.945 8.402 71.781 0

160 17.945 8.402 71.781 0

170 17.945 8.402 71.781 0

180 17.945 8.402 71.781 0

190 17.945 8.402 71.781 0

60 17.945 8.402 71.781 0

70 17.945 8.402 71.781 0

80 17.945 8.402 71.781 0

90 17.945 8.402 71.781 0

Y

100 17.945 8.402 71.781 0

110 17.945 8.402 71.781 0

120 17.945 8.402 71.781 0



OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

fVc fVs fVs max

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Pier




Y

130 17.945 8.402 71.781 0

140 17.945 8.402 71.781 0

150 17.945 8.402 71.781 0

160 17.945 8.402 71.781 0

170 17.945 8.402 71.781 0

180 17.945 8.402 71.781 0

190 17.945 8.402 71.781 0

60 17.945 8.402 71.781 0

70 17.945 8.402 71.781 0

80 17.945 8.402 71.781 0

90 17.945 8.402 71.781 0

2

X

100 17.945 8.402 71.781 0

110 17.945 8.402 71.781 0

120 17.945 8.402 71.781 0

130 17.945 8.402 71.781 0

140 17.945 8.402 71.781 0

150 17.945 8.402 71.781 0

160 17.945 8.402 71.781 0

170 17.945 8.402 71.781 0

180 17.945 8.402 71.781 0

190 17.945 8.402 71.781 0

60 17.945 8.402 71.781 0

70 17.945 8.402 71.781 0

80 17.945 8.402 71.781 0

90 17.945 8.402 71.781 0

Y

100 17.945 8.402 71.781 0

110 17.945 8.402 71.781 0

120 17.945 8.402 71.781 0

130 17.945 8.402 71.781 0

140 17.945 8.402 71.781 0

150 17.945 8.402 71.781 0

160 17.945 8.402 71.781 0

170 17.945 8.402 71.781 0

180 17.945 8.402 71.781 0

190 17.945 8.402 71.781 0

60 17.945 8.402 71.781 0

70 17.945 8.402 71.781 0

80 17.945 8.402 71.781 0

90 17.945 8.402 71.781 0

395 X100 17.945 8.402 71.781 0

110 17.945 8.402 71.781 0



OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Pier




X

120 17.945 8.402 71.781 0

130 17.945 8.402 71.781 0

140 17.945 8.402 71.781 0

150 17.945 8.402 71.781 0

160 17.945 8.402 71.781 0

170 17.945 8.402 71.781 0

180 17.945 8.402 71.781 0

190 17.945 8.402 71.781 0

60 17.945 8.402 71.781 0

70 17.945 8.402 71.781 0

80 17.945 8.402 71.781 0

90 17.945 8.402 71.781 0

Y

100 17.945 8.402 71.781 0

110 17.945 8.402 71.781 0

120 17.945 8.402 71.781 0

130 17.945 8.402 71.781 0

140 17.945 8.402 71.781 0

150 17.945 8.402 71.781 0

160 17.945 8.402 71.781 0

170 17.945 8.402 71.781 0

180 17.945 8.402 71.781 0

190 17.945 8.402 71.781 0

60 17.945 8.402 71.781 0

70 17.945 8.402 71.781 0

80 17.945 8.402 71.781 0

90 17.945 8.402 71.781 0

396X

100 17.945 8.402 71.781 0

110 17.945 8.402 71.781 0

120 17.945 8.402 71.781 0

130 17.945 8.402 71.781 0

140 17.945 8.402 71.781 0

150 17.945 8.402 71.781 0

160 17.945 8.402 71.781 0

170 17.945 8.402 71.781 0

180 17.945 8.402 71.781 0

190 17.945 8.402 71.781 0

60 17.945 8.402 71.781 0

70 17.945 8.402 71.781 0

80 17.945 8.402 71.781 0

90 17.945 8.402 71.781 0

Y 100 17.945 8.402 71.781 0



OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Pier




Y

110 17.945 8.402 71.781 0

120 17.945 8.402 71.781 0

130 17.945 8.402 71.781 0

140 17.945 8.402 71.781 0

150 17.945 8.402 71.781 0

160 17.945 8.402 71.781 0

170 17.945 8.402 71.781 0

180 17.945 8.402 71.781 0

190 17.945 8.402 71.781 0

60 17.945 8.402 71.781 0

70 17.945 8.402 71.781 0

80 17.945 8.402 71.781 0

90 17.945 8.402 71.781 0

397

X

100 605.419 54.592 2421.675 0

110 605.419 54.592 2421.675 0

120 605.419 54.592 2421.675 0

130 605.419 54.592 2421.675 0

140 605.419 54.592 2421.675 0

150 605.419 54.592 2421.675 0

160 605.419 54.592 2421.675 0

170 605.419 54.592 2421.675 0

180 605.419 54.592 2421.675 0

190 605.419 54.592 2421.675 0

60 605.419 54.592 2421.675 0

70 605.419 54.592 2421.675 0

80 605.419 54.592 2421.675 0

90 605.419 54.592 2421.675 0

Y

100 605.419 54.592 2421.675 0

110 605.419 54.592 2421.675 0

120 605.419 54.592 2421.675 0

130 605.419 54.592 2421.675 0

140 605.419 54.592 2421.675 0

150 605.419 54.592 2421.675 0

160 605.419 54.592 2421.675 0

170 605.419 54.592 2421.675 0

180 605.419 54.592 2421.675 0

190 605.419 54.592 2421.675 0

60 605.419 54.592 2421.675 0

70 605.419 54.592 2421.675 0

80 605.419 54.592 2421.675 0

90 605.419 54.592 2421.675 0



OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

foundation calculation sheet one-stop solution for … · calculation sheet of foundation

Documents