Pile

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. ACI_SI

PROJECT/JOB NAME ACI

CLIENT NAME SI

SITE NAME 5-6

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME ISO SAMPLE

LOAD COMBINATION GROUP

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

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

Page 1

Calculation Sheetof

Foundation

Project Na. : ACI

Project No. : ACI_SI

Client : SI

FOUNDATION LISTS

GROUP NAME : ISO1P

No. Description No. Description No. Description

1 F3

2 F4

2/9/2015


Page 2

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

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

2/9/2015


Page 3

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

1. GENERAL

1.1 CODE & STANDARD

Items Description

Design Code American Concrete Institute (ACI 318)

Horizontal Force for Wind UNIFORM BUILDING CODE (UBC-1997)

Horizontal Force for Seismic UNIFORM BUILDING CODE [UBC-1997]

Unit System Input : SI, Output : IMPERIAL, Calculation Unit : IMPERIAL

1.2 MATERIALS & UNIT WEIGHT

Items Value (Input Unit system / Output Unit System)

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 (Input Unit system / Output Unit System)

Pile Name PHC Pile

Footing List F3, F4

Diameter 400 mm 15.7 in

Length 8 m 26.2 ft

Thick 20 mm 0.8 in

Shape Circle

Capacity ( Ha , Ua , Va ) 19.6 , 98.1 , 294.2 kN 4.4 , 22 , 66.1 kips

1.3 SUBSOIL CONDITION & SAFETY FACTORS

Items Description (Input/Output)

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

2/9/2015


Reinforcement (D10 ~ D16 , yield strength)

Reinforcement (D19 ~ , yield strength)

3982.590 psi

0.000 psi

39825.900 psi

59738.130 psi

124.854 lb/ft3

149.827 lb/ft3

28446.250 ksi

3570.103 ksi

27.46 N/mm2

0.00 N/mm2

274.59 N/mm2

411.88 N/mm2

19.613 kN/m3

23.536 kN/m3

196.13 kN/mm2

24.61 kN/mm2

Page 4

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI




Safety factor against sliding for the SL1(FS1) 1.5




0.35


Comb . ID Load Combination for stability

1 1.0 SW + 1.0 DL + 1.0 LL

2 .6 SW + .6 DL + 1.0 WL

3 .6 SW + .6 DL + .7 SL2

4 1.0 SW + 1.0 DL + .75 LL + .75 WL

5 1.0 SW + 1.0 DL + .75 LL + .525 SL2

Comb . ID Load Combination for Reinforcement

101 1.2 SW + 1.2 DL + 1.6 LL

102 .9 SW + .9 DL + 1.6 WL

103 .9 SW + .9 DL + 1.0 SL2

104 1.2 SW + 1.2 DL + 1.0 LL + 1.6 WL

105 1.2 SW + 1.2 DL + 1.0 LL + 1.0 SL2

2/9/2015


Friction factor (m)

Page 5

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

2. DRAWING

2.1 LOCATION PLAN

2.2 DETAIL SKETCH

2/9/2015


REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION LOCATION PLAN

ISO SAMPLE

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

ACI_SI

MICROFILM NO.

F1

1

F3

3

F4

4

F2

2

A01

1200

A02

12050

A03

3250

A04

04

10

00

03

1300

0

02

1500

01

Z X

Y

2/9/2015 Page 6


OUTPUT UNIT : mm

2/9/2015 Page 7



N O T E S

* PILE

21-\o400 PHC Pile

* ANCHOR BOLT

1X20-M16 ANC. BOLTS (TYPE TYPE L)

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION DETAIL FOR

F3

SQ

UA

D C

HE

CK


SCALE

AS SHOWN

JOB NO.

ACI_SI

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD

6001000

500x21000

600

60

0

10

00

x3

50

0x

2

60

0

1400

36

00

4200

52

00

D22@400

D1

6@

30

0

50

TY

P.

LC FOOTING

FOUNDATION PLAN FOOTING REINF. PLAN

LEAN CONC. 50 THK

25 G

R.

1800

700

700

TOG EL. + 1100

150

7510

0D

10

@20

010

0

D25

75 P

RO

J.

SECTION

50TYP.

D10

24-D25

700

700

100x7

100x

7

PEDESTAL

2/9/2015 Page 8


OUTPUT UNIT : mm

2/9/2015 Page 9



N O T E S

* PILE

12-\o400 PHC Pile

( PCD = 2000, 3800( PCD = 2000, 3800 )

* ANCHOR BOLT

1X8-M12 ANC. BOLTS (TYPE TYPE L)

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION DETAIL FOR

F4

SQ

UA

D C

HE

CK


SCALE

AS SHOWN

JOB NO.

ACI_SI

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD

2250x2

22

50

x2

3500

32

50

4500

45

00

D19@300

D1

9@

20

0

D19@300

D1

6@

20

0

50

TY

P.TOP BOTTOM

LC FOOTING

FOUNDATION PLAN FOOTING REINF. PLAN

LEAN CONC. 50 THK

25 G

R.

1500

700

600

TOG EL. + 800

5015

075

100

D16

@20

010

0

D19

75 P

RO

J.

SECTION

50TYP.

D16

6-D19

700

2 2 . 545

75 75550

PEDESTAL

2/9/2015 Page 10


Page 11

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

3. FOUNDATION DATA

3.1 FOOTING DATA

13.78

17.0

6

The Origin coordinate

The Center of Gravity (0,0) ft

The Center of Pile (0,-0.23) ft

2.3

5.9

1

2.3

Unit : ft Ft. Name F3

Ft. Type

Area

Ft. Thickness 2.30 ft

Ft. Volume

Ft. Weight 80.890 kips

Soil Height 2.30 ft

Soil Volume

Soil Weight 65.895 kips

Buoyancy Not Consider

Self Weight (except Pr.SW) 146.786 kips

14.76

14.7

6

The Origin coordinate

The Center of Gravity & Pile (0,0) ft 1.9

7

4.9

2

2.3

Unit : ft Ft. Name F4

Ft. Type

Area

Ft. Thickness 1.97 ft

Ft. Volume

Ft. Weight 64.287 kips

Soil Height 2.30 ft

Soil Volume

Soil Weight 61.314 kips

Buoyancy Not Consider

Self Weight (except Pr.SW) 125.601 kips

2/9/2015


ISO

235.084 ft2

539.891 ft3

527.778 ft3

ISO

217.969 ft2

429.073 ft3

491.086 ft3

Page 12

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

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 : ft , Weight : kips , Area : ft2 )

Ft.Name Pr.Name Shape Pl Pw Ph Area Weight Off X Off Y

F3 3 Rectangle 2.297 2.297 5.906 4.667 -2.297 -3.281

F4 4 Circle 2.297 2.297 4.921 3.054 4.101 -3.281

3.3 SECTION DATA

13.78

17.0

6

Unit : ft

Ft.Name / Sec.Name F3 / S1

Direction All Direct Section Area

F.Volume F.Weight

S.Volume S.Weight

Pier Wt Total Weight

14.76

14.7

6

Unit : ft

Ft.Name / Sec.Name F4 / 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 DL

3 LL

4 WL

5 SL2

Unit( kips , kips-ft )

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

F33

1 0.000 0.000 -4.667 0.000 0.000

2 0.000 0.000 -88.185 0.000 0.000

3 0.000 0.000 -220.462 0.000 0.000

4 88.185 0.000 0.000 0.000 578.641

5 0.000 154.324 0.000 -361.651 0.000

Footing SW 0.000 0.000 -146.786 0.000 0.000

F4 4 1 0.000 0.000 -3.054 0.000 0.000

2/9/2015


5.274

4.142

235.084 ft2

539.891 ft3

80.890 kips

527.778 ft3

65.895 kips

4.667 kips 151.452 kips

217.969 ft2

429.073 ft3

64.287 kips

491.086 ft3

61.314 kips

3.054 kips 128.655 kips

Page 13

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

2 0.000 0.000 -132.277 0.000 0.000

3 0.000 0.000 -264.555 0.000 0.000

4 -44.092 0.000 0.000 0.000 -506.311

5 0.000 -66.139 0.000 289.320 0.000

Footing SW 0.000 0.000 -125.601 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( kips , kips-ft )

Ft.Name Pr.Name L.Comb.

3

1 0.000 0.000 -308.647 0.000 0.000

2 88.185 0.000 -52.911 0.000 578.641

3 0.000 108.026 -52.911 -253.155 0.000

4 66.139 0.000 -253.532 0.000 433.981

5 0.000 81.020 -253.532 -189.867 0.000

101 0.000 0.000 -458.561 0.000 0.000

102 141.096 0.000 -79.366 0.000 925.826

103 0.000 154.324 -79.366 -361.651 0.000

104 141.096 0.000 -326.284 0.000 925.826

105 0.000 154.324 -326.284 -361.651 0.000

4

1 0.000 0.000 -396.832 0.000 0.000

2 -44.092 0.000 -79.366 0.000 -506.311

3 0.000 -46.297 -79.366 202.524 0.000

4 -33.069 0.000 -330.693 0.000 -379.733

5 0.000 -34.723 -330.693 151.893 0.000

101 0.000 0.000 -582.020 0.000 0.000

102 -70.548 0.000 -119.050 0.000 -810.097

103 0.000 -66.139 -119.050 289.320 0.000

104 -70.548 0.000 -423.287 0.000 -810.097

105 0.000 -66.139 -423.287 289.320 0.000

3.5.2 Load Combination in Footing Bottom (With Pier SW)Unit( kips , kips-ft )

Ft.Name Pr.Name L.Comb.

3

1 0.000 0.000 -313.314 0.000 0.000

2 88.185 0.000 -55.711 0.000 1301.942

3 0.000 108.026 -55.711 -1139.199 0.000

4 66.139 0.000 -258.198 0.000 976.457

5 0.000 81.020 -258.198 -854.400 0.000

101 0.000 0.000 -464.161 0.000 0.000

102 141.096 0.000 -83.566 0.000 2083.108

2/9/2015


SFx SFy SFz SMx SMy

F3

F4

SFx SFy SFz SMx SMy

F3

Page 14

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

103 0.000 154.324 -83.566 -1627.428 0.000

104 141.096 0.000 -331.884 0.000 2083.108

105 0.000 154.324 -331.884 -1627.428 0.000

4

1 0.000 0.000 -399.886 0.000 0.000

2 -44.092 0.000 -81.199 0.000 -810.097

3 0.000 -46.297 -81.199 521.500 0.000

4 -33.069 0.000 -333.748 0.000 -607.573

5 0.000 -34.723 -333.748 391.125 0.000

101 0.000 0.000 -585.686 0.000 0.000

102 -70.548 0.000 -121.799 0.000 -1296.156

103 0.000 -66.139 -121.799 745.000 0.000

104 -70.548 0.000 -426.953 0.000 -1296.156

105 0.000 -66.139 -426.953 745.000 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 : ft Unit( kips , kips-ft )

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

1 0.000 0.000 -460.099 920.140 -719.553 5.3 , 6.3

2 88.185 0.000 -143.782 149.089 1173.997 6.3 , 7.6

3 0.000 108.026 -143.782 -990.110 -127.945 6.3 , 7.6

4 66.139 0.000 -404.984 752.225 383.482 5.4 , 6.4

5 0.000 81.020 -404.984 -102.174 -592.975 5.4 , 6.4

1 0.000 0.000 -525.487 1311.963 1639.954 10.5 , 4.9

2 -44.092 0.000 -156.560 266.401 -477.096 9.0 , 6.1

3 0.000 -46.297 -156.560 787.901 333.001 9.0 , 6.1

4 -33.069 0.000 -459.349 1094.973 761.143 10.4 , 5.0

5 0.000 -34.723 -459.349 1486.098 1368.716 10.4 , 5.0

Load Combination of Ultimate Condition

p : PileType

- C.G. of Load is coordinate from left bottom. Unit : ft Unit( kips , kips-ft )

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

S1

101 0.000 0.000 -464.161 1414.109 -1065.988 5.1 , 6.0

102 141.096 0.000 -83.566 254.593 1891.190 6.1 , 7.3

103 0.000 154.324 -83.566 -1372.835 -191.918 6.1 , 7.3

104 141.096 0.000 -331.884 1011.114 1320.906 5.3 , 6.3

105 0.000 154.324 -331.884 -616.314 -762.201 5.3 , 6.3

S1

101 0.000 0.000 -585.686 1921.540 2401.926 10.8 , 4.7

102 -70.548 0.000 -121.799 399.602 -796.654 9.4 , 5.8

103 0.000 -66.139 -121.799 1144.602 499.502 9.4 , 5.8

104 -70.548 0.000 -426.953 1400.764 454.798 10.6 , 4.8

105 0.000 -66.139 -426.953 2145.764 1750.954 10.6 , 4.8

2/9/2015


F4

SFx SFy SFz SMx SMy

F3 p

F4 p

SFx SFy SFz SMx SMy

F3 p

F4 p

Page 15

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

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 (ft) Fw (ft)

F3 21 13.78 17.06 306.77 448.24

F4 12 14.76 14.76 176.96 176.96

Unit( kips )

Ft.Name L.Comb. Pile Result

F3

1 PHC Pile 46.441 -3.584 46.441 -3.584 66.139 22.046

2 PHC Pile 27.785 -14.247 27.785 -14.247 66.139 22.046

3 PHC Pile 23.911 -9.182 23.911 -9.182 66.139 22.046

4 PHC Pile 36.055 1.728 36.055 0 66.139 22.046

5 PHC Pile 30.347 8.33 30.347 0 66.139 22.046

F4

1 PHC Pile 117.319 -29.738 117.319 -29.738 66.139 22.046

2 PHC Pile 31.566 -5.473 31.566 -5.473 66.139 22.046

3 PHC Pile 40.967 -14.874 40.967 -14.874 66.139 22.046

4 PHC Pile 84.513 -7.954 84.513 -7.954 66.139 22.046

5 PHC Pile 109.389 -32.831 109.389 -32.831 66.139 22.046

4.1.3 Check Of Horizontal Reaction

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

F3

1 PHC Pile 0 4.409

2 PHC Pile 4.199 4.409

3 PHC Pile 5.144 4.409

4 PHC Pile 3.149 4.409

5 PHC Pile 3.858 4.409

F4

1 PHC Pile 0 4.409

2 PHC Pile 3.674 4.409

3 PHC Pile 3.858 4.409

4 PHC Pile 2.756 4.409

5 PHC Pile 2.894 4.409

2/9/2015


SXi2 (ft

2) SYi

2 (ft

2)

R Max R Min Ru Uf Ra Ua

OK

OK

OK

OK

OK

NG

OK

OK

NG

NG

OK

OK

NG

OK

OK

OK

OK

OK

OK

OK

Page 16

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

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( ft , kips , kips-ft )

Ft.Name Sec.Na Dir. L.Comb. Fl or Fw Sl or Sw

S1 X

101 13.78 17.06 464.161 -1065.99 464.161

102 13.78 17.06 83.566 1891.19 83.566

103 13.78 17.06 83.566 -191.92 83.566

104 13.78 17.06 331.884 1320.91 331.884

105 13.78 17.06 331.884 -762.20 331.884

S1 Y

101 17.06 13.78 464.161 1414.109 464.161

102 17.06 13.78 83.566 254.593 83.566

103 17.06 13.78 83.566 -1372.835 83.566

104 17.06 13.78 331.884 1011.114 331.884

105 17.06 13.78 331.884 -616.314 331.884

S1 X

101 14.76 14.76 585.686 2401.93 585.686

102 14.76 14.76 121.799 -796.65 121.799

103 14.76 14.76 121.799 499.50 121.799

104 14.76 14.76 426.953 454.80 426.953

105 14.76 14.76 426.953 1750.95 426.953

S1 Y

101 14.76 14.76 585.686 1921.540 585.686

102 14.76 14.76 121.799 399.602 121.799

103 14.76 14.76 121.799 1144.602 121.799

104 14.76 14.76 426.953 1400.764 426.953

105 14.76 14.76 426.953 2145.764 426.953

5.1.2 Design Parameters

Yield Strength - D10 ~ D16 : fy1 , D19 ~ : fy2

f_cl : Clear Cover for edge of footing reinforcement

f_clt : Clear Cover for top of footing reinforcement

fp_clb : Clear Cover for bottom of footing reinforcement (Pile Foundation)

Loc. : Location of Critical Point from left side of footing

Unit(psi,in)

fck fy1 fy2 f_cl f_clt fp_clb

0.9 0.85 3982.59 39825.90 59738.13 2.0 2.0

2/9/2015


SFz SM SQ

F3 p

F4 p

5.9

f(Flexure) f(Shear)

Page 17

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

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 )

5.2.2 Check of Footing Reinforcement

Footing Name : F3 GroupType : Isolated

- X direction (Unit Width)

Sec.Nam L.Comb. Using Bar (in) Width b (ft) d (in)

S1105 top 6.890 1.000 25.591 0.000

104 botom 5.741 1.000 21.341 0.314

Sec.Nam L.Comb.

S1105 top - -

104 bottom 747.527 0.0215

Sec.Nam L.Comb.

S1105 top - - - - - -

104 bottom 0.661 5.502 7.334 1.286 1.217 9.461

Sec.Nam L.Comb. Result

S1105 top - - -

104 bottom 0.314 5.502

2/9/2015


Loc. (ft) As (in2)

Not Used

1.02 - D16 @ 11.81

Mu (kips-ft) Rn r.Req

-

306.394

As1(in2) As2(in

2) As3(in

2) As4(in

2) As5(in

2) Asmax(in

2)

Select As(in2)Using As(in

2)

NG

Page 18

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

- Y direction (Unit Width)


S1105 top 8.530 1.000 24.841 0.000

105 botom 6.398 1.000 20.591 0.456

Sec.Nam L.Comb.

S1105 top - -

105 bottom 910.397 0.0272

Sec.Nam L.Comb.

S1105 top - - - - - -

105 bottom 0.661 6.725 8.964 1.241 1.175 9.129


S1105 top - - -

105 bottom 0.456 6.725

Footing Name : F4 GroupType : Isolated

- X direction (Unit Width)


S1101 top 7.087 1.000 21.278 0.675

104 botom 10.466 1.000 17.404 0.468

Sec.Nam L.Comb.

S1101 top 152.959 0.0026

104 bottom 946.391 0.0286

Sec.Nam L.Comb.

S1101 top 0.255 0.669 0.892 0.855 0.809 5.426

104 bottom 0.283 5.965 7.951 1.049 0.993 7.716


S1101 top 0.675 0.855

104 bottom 0.468 5.965

- Y direction (Unit Width)


S1103 top 5.118 1.000 20.589 0.453

101 botom 5.118 1.000 16.715 0.453

Sec.Nam L.Comb.

S1103 top 274.293 0.0048

101 bottom 324.527 0.0086

Sec.Nam L.Comb.

S1103 top 0.255 1.185 1.579 0.827 0.783 5.250

101 bottom 0.283 1.721 2.294 1.007 0.953 7.410

2/9/2015


Loc. (ft) As (in2)

Not Used

0.76 - D22 @ 15.75


-

347.384

As1(in2) As2(in

2) As3(in

2) As4(in

2) As5(in

2) Asmax(in

2)


2)

NG

Loc. (ft) As (in2)

1.52 - D19 @ 7.87

1.52 - D16 @ 7.87


62.325

257.981

As1(in2) As2(in

2) As3(in

2) As4(in

2) As5(in

2) Asmax(in

2)


2)

NG

NG

Loc. (ft) As (in2)

1.02 - D19 @ 11.81

1.02 - D19 @ 11.81


104.643

81.599

As1(in2) As2(in

2) As3(in

2) As4(in

2) As5(in

2) Asmax(in

2)

Page 19

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI


S1103 top 0.453 1.185

101 bottom 0.453 1.721

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 = 0.85 2 fck B'w d (eq 11-3)

- Vu <= f Vc , then OK!!

5.3.2 Check of One-Way Shear

Footing Name : F3 GroupType : Isolated PileType : True

165.35

204.7

2

68.9

93.1

5

Unit : in

- X direction One-Way Shear (Unit Width)


S1

101 41.34 21.3 12 27.474 13.788 OK

102 73.86 21.3 12 27.474 15.247 OK

103 41.34 21.3 12 27.474 2.482 OK

104 68.9 21.3 12 27.474 20.003 OK

105 41.34 21.3 12 27.474 9.858 OK

- Y direction One-Way Shear (Unit Width)


S1

101 49.21 20.6 12 26.508 16.185 OK

102 49.21 20.6 12 26.508 2.914 OK

103 93.15 20.6 12 26.508 12.841 OK

104 49.21 20.6 12 26.508 11.573 OK

105 93.15 20.6 12 26.508 17.972 OK

2/9/2015



2)

NG

NG

Loc. (in) d (in) Bw (in) fVc (kips) Vu (kips)


Page 20

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

Footing Name : F4 GroupType : Isolated PileType : True

177.17

177.1

7

125.59

37.0

1

Unit : in

- X direction One-Way Shear (Unit Width)


S1

101 125.59 17.4 12 22.405 11.808 OK

102 118.7 17.4 12 22.405 11.089 OK

103 125.59 17.4 12 22.405 2.455 OK

104 125.59 17.4 12 22.405 17.132 OK

105 125.59 17.4 12 22.405 8.607 OK

- Y direction One-Way Shear (Unit Width)


S1

101 37.01 16.7 12 21.518 15.552 OK

102 37.01 16.7 12 21.518 3.234 OK

103 37.01 16.7 12 21.518 6.482 OK

104 37.01 16.7 12 21.518 11.337 OK

105 37.01 16.7 12 21.518 14.585 OK

2/9/2015




Page 21

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

5.4 TWO WAY SHEAR FORCE

5.4.1 Two-Way Shear Formula

Vu = SFz Shade Ratio

(a) f Vc1 = 0.85 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1

(b) f Vc2 = 0.85 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2

(c) f Vc3 = 0.85 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

13.78

17

.06

3

Ft.Name F3 Punching Area

Pr.Name 3 Pile effect

Shape Rectangle

L.Comb. 101

Pl 27.56 in

Pw 27.56 in

bo / d 195.6 / 21.34 in Vu

1 / 40 Result

14.76

14

.76

4


Pr.Name 4 Pile effect

Shape Circle

L.Comb. 101

Pl 27.56 in

Pw 27.56 in

bo / d 141.2 / 17.4 in Vu

1 / 40 Result

2/9/2015


bc / as

f Vc1

f Vc2

f Vc3

f Vc

2391.171 in2

20.492 / 21

1343.458 kips

1424.996 kips

895.638 kips

895.638 kips

452.936 kips

OK

bc / as

f Vc1

f Vc2

f Vc3

f Vc

1585.239 in2

11 / 12

790.893 kips

913.517 kips

527.262 kips

527.262 kips

536.878 kips

NG

Page 22

Calculation Sheetof

Foundation

Project Na. : ACI


Client : SI

5.5 PILE PUNCHING SHEAR FORCE

5.5.1 Pile Punching Shear Formula Vu = SFz Shade Ratio

(a) f Vc1 = 0.85 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1

(b) f Vc2 = 0.85 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2

(c) f Vc3 = 0.85 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

b o = perimeter of critical section

Shade Ratio = Footing Area - Punching Area

Footing Area

5.5.2 Check of Pile Punching Shear

13.78

17

.06

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21


Pile No. 15 1 / 40

Shape Circle

L.Comb. 101

PileName PHC Pile

Diameter 15.75in

bo 116.52in Vu

d 21.34in Result

14.76

14

.76

1

2

3

4

5

6

7

8

9

10

11

12


Pile No. 11 1 / 30

Shape Circle

L.Comb. 101

PileName PHC Pile

Diameter 15.75in

bo 84.48in Vu

d 17.4in Result

2/9/2015


bc / as

f Vc1

f Vc2

f Vc3

f Vc

1080.365 in2

800.293 kips

1243.941 kips

533.528 kips

533.528 kips

66.970 kips

OK

bc / as

f Vc1

f Vc2

f Vc3

f Vc

823.701 in2

473.179 kips

645.141 kips

315.453 kips

315.453 kips

145.978 kips

OK

Pile

Documents

calculation unit

pile punching shear

horizontal force

unit system input

check of pile reaction5

way shear force

aci client

rights reservedpage