DocumentPE

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. [POCR] Foundation Calculation-140903

PROJECT/JOB NAME .

CLIENT NAME .

SITE NAME .

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME A100-E-006

LOAD COMBINATION GROUP NAME

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

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

Page 1

Calculation Sheetof

Foundation

Project Na. : .

Project No. : [POCR] Foundation Calculation-..

Client : .

FOUNDATION LISTS

Group Name No. Description No. Description

A100-E-006 1 A100-E-006

11/12/2015


Page 2

Calculation Sheetof

Foundation

Project Na. : .


Client : .

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 & DETAIL SKETCH

3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

3.2 PIER DATA

3.3 LOAD CASE


4. CHECK OF STABILITY

4.1 CHECK OF SLIDING

4.2 CHECK OF OVERTURNING MOMENT

4.3 CHECK OF CONTACT PRESSURE

5. DESIGN OF FOOTING

5.1 DESIGN MOMENT AND SHEAR FORCE

5.2 REQUIRED REINFORCEMENT

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Page 3

Calculation Sheetof

Foundation

Project Na. : .


Client : .

1. GENERAL

1.1 CODE & STANDARD

Items Description

Design Code British Standard (BS-8110)

Horizontal Force for Wind BRITISH STANDARD (BS 6399 PART 2)

Horizontal Force for Seismic BY FACTORED VALUE

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

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)

- Soil Capacity

Items Value

Soil Name Unit-01

Footing List A100-E-006

Qa (Soil Bearing Capacity)

Buoyancy Consider

WL (Water Label from the EL = 0) -4000 mm

FD (Frost Depth from the EL = 0) -2600 mm

Internal Friction Angle

Passive Soil Pressure Not Consider

Cu (Undrained cohesion)

1.3 SUBSOIL CONDITION & SAFETY FACTORS

Items Description

Allowable Increase of Soil (Wind) 33.33 %

Allowable Increase of Soil (Seismic) 33.33 %

Allowable Increase of Soil (Test) 20 %

Safety factor against overturning for OVM1(FO1) 1.5

Safety factor against overturning for OVM2(FO2) 1.8

Safety factor against sliding for the SL1(FS1) 1.5

0.45

11/12/2015


Reinforcement (f5 ~ f18 , yield strength)

Reinforcement (f19 ~ , yield strength)

18.500 N/mm2

6.000 N/mm2

390.000 N/mm2

390.000 N/mm2

18.000 kN/m3

25.000 kN/m3

200.000 kN/mm2

32.000 kN/mm2

Clay , 0 kN/m2

200 kN/m2

0

Friction factor (m)

Page 4

Calculation Sheetof

Foundation

Project Na. : .


Client : .


Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 EO Equipment/piping operating Load

3 EE Equipment/piping Erection Load

4 ET Equipment/piping Test Load

5 SL Snow Load

6 LL Imposed Load

7 TL Ambient Thermal load

8 ML Maintenance Load

9 BF Bundle Pulling Force

10 WLo(+x) Wind Load (Oper)

11 WLo(-x) Wind Load (Oper)

12 WLo(+z) Wind Load (Oper)

13 WLo(-z) Wind Load (Oper)

14 WLe(+x) Wind Load (Empty)

15 WLe(-x) Wind Load (Empty)

16 WLe(+z) Wind Load (Empty)

17 WLe(-z) Wind Load (Empty)

18 WLt(+x) Wind Load (Test)

19 WLt(-x) Wind Load (Test)

20 WLt(+z) Wind Load (Test)

21 WLt(-z) Wind Load (Test)

Comb . ID Load Combination for stability

101 .9 SW + 1.0 EO + 1.14 TL

102 .9 SW + 1.0 EE + 1.26 WLe(+x)

103 .9 SW + 1.0 EE + 1.26 WLe(-x)

104 .9 SW + 1.0 EE + 1.26 WLe(+z)

105 .9 SW + 1.0 EE + 1.26 WLe(-z)

106 .9 SW + 1.0 EE + 1.4 WLe(+x)

107 .9 SW + 1.0 EE + 1.4 WLe(-x)

108 .9 SW + 1.0 EE + 1.4 WLe(+z)

109 .9 SW + 1.0 EE + 1.4 WLe(-z)

110 .9 SW + 1.0 EO + 1.14 TL + 1.26 WLo(+x)

111 .9 SW + 1.0 EO + 1.14 TL + 1.26 WLo(-x)

112 .9 SW + 1.0 EO + 1.14 TL + 1.26 WLo(+z)

113 .9 SW + 1.0 EO + 1.14 TL + 1.26 WLo(-z)

114 .9 SW + 1.0 ET + 1.26 WLt(+x)

115 .9 SW + 1.0 ET + 1.26 WLt(-x)

116 .9 SW + 1.0 ET + 1.26 WLt(+z)

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Page 5

Calculation Sheetof

Foundation

Project Na. : .


Client : .

117 .9 SW + 1.0 ET + 1.26 WLt(-z)

118 .9 SW + 1.0 EO + 1.0 BF

Comb . ID Load Combination for Reinforcement

201 1.4 SW + 1.4 EO + 1.2 TL

202 1.4 SW + 1.4 EE + 1.4 WLe(+x)

203 1.4 SW + 1.4 EE + 1.4 WLe(-x)

204 1.4 SW + 1.4 EE + 1.4 WLo(+z)

205 1.4 SW + 1.4 EE + 1.4 WLo(-z)

206 1.4 SW + 1.4 EO + 1.2 SL + 1.6 LL + 1.2 TL

207 1.4 SW + 1.4 EO + 1.4 SL + 1.4 LL + 1.2 TL

208 1.4 SW + 1.4 EO + 1.2 TL + 1.4 WLo(+x)

209 1.4 SW + 1.4 EO + 1.2 TL + 1.4 WLo(-x)

210 1.4 SW + 1.4 EO + 1.2 TL + 1.4 WLo(+z)

211 1.4 SW + 1.4 EO + .2 TL + 1.4 WLo(-z)

212 1.2 SW + 1.2 EO + 1.2 SL + 1.2 LL + 1.2 TL + 1.2 WLo(+x)

213 1.2 SW + 1.2 EO + 1.2 SL + 1.2 LL + 1.2 TL + 1.2 WLo(-x)

214 1.2 SW + 1.2 EO + 1.2 SL + 1.2 LL + 1.2 TL + 1.2 WLo(+z)

215 1.2 SW + 1.2 EO + 1.2 SL + 1.2 LL + 1.2 TL + 1.2 WLo(-x)

216 1.4 SW + 1.4 ET + 1.2 TL

217 1.4 SW + 1.4 ET + .7 WLt(+x)

218 1.4 SW + 1.4 ET + .7 WLt(-x)

219 1.4 SW + 1.4 ET + .7 WLt(+z)

220 1.4 SW + 1.4 ET + .7 WLt(-z)

221 1.2 SW + 1.2 ET + .6 WLt(+x)

222 1.2 SW + 1.2 ET + .6 WLt(-x)

223 1.2 SW + 1.2 ET + .6 WLt(+z)

224 1.2 SW + 1.2 ET + .6 WLt(-z)

225 1.2 SW + 1.2 EE + 1.2 SL + 1.2 LL + 1.2 WLe(+x)

226 1.2 SW + 1.2 EE + 1.2 SL + 1.2 LL + 1.2 WLe(-x)

227 1.2 SW + 1.2 EE + 1.2 SL + 1.2 LL + 1.2 WLe(+z)

228 1.2 SW + 1.2 EE + 1.2 SL + 1.2 LL + 1.2 WLe(-z)

229 1.4 SW + 1.4 EO + 1.4 BF

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2. DRAWING REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

. PROJECT

FOUNDATION LOCATION PLAN

A100-E-006

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

[POCR] Foundation Calculation-140903

MICROFILM NO.

A100-E-006

1

A01

01

Z X

Y

11/12/2015 Page 6


OUTPUT UNIT : mm

11/12/2015 Page 7


REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

. PROJECT

FOUNDATION DETAIL FOR

A100-E-006

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

[POCR] Foundation Calculation-140903

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD

4300

F25@200

F25

@20

0

F25@200

F25

@20

0

75 TY

P.

LC FOOTING

TOP BOTTOM

FOUNDATION PLAN FOOTING REINF. PLAN

CRUSHED STONE 150 THK

LEAN CONC. 100 THK

260029

00

TOC EL. + 300

7550

75F

16

@30

015

0

F25

SECTION

F16

72-F25

4300

ANCHOR & REBAR

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Page 9

Calculation Sheetof

Foundation

Project Na. : .


Client : .

3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

f4300

4300

The Origin coordinate

The Center of gravity (0,0) mm

29

00

30

0

( mm ) Ft. Name A100-E-006

Ft. Type

Area

Ft. Thickness 2900.00 mm

Ft. Volume

Ft. Weight 1110.525 kN

Soil Height -300.00 mm

Soil Volume

Soil Weight 0.000 kN

Buoyancy 0.000 kN

Self Weight (except Pr.SW) 1110.525 kN

Section Data

( mm ) Ft.Name Direction Ft. Volume Soil Volume Pier Wt

A100-E-006 All Direct

Sec.Name Section Area Ft. Weight Soil Weight Total Weight

S1

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)

Unit( Length : mm , Weight : kN , Area : m2 )

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

A100-E-006 1 Octagonal 4300.000 4300.000 0.000 0.000 0.000 0.000

11/12/2015


OCT

15.318 m2

44.421 m3

0.000 m3

15.318 m2

44.421 m3

1110.525 kN

0.000 m3

0.000 kN

0.000 kN

1110.525 kN

15.318

Page 10

Calculation Sheetof

Foundation

Project Na. : .


Client : .

3.3 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 Load Case Description

1 SW SELF WEIGHT

2 EO Equipment/piping operating Load

3 EE Equipment/piping Erection Load

4 ET Equipment/piping Test Load

5 SL Snow Load

6 LL Imposed Load

7 TL Ambient Thermal load

8 ML Maintenance Load

9 BF Bundle Pulling Force

10 WLo(+x) Wind Load (Oper)

11 WLo(-x) Wind Load (Oper)

12 WLo(+z) Wind Load (Oper)

13 WLo(-z) Wind Load (Oper)

14 WLe(+x) Wind Load (Empty)

15 WLe(-x) Wind Load (Empty)

16 WLe(+z) Wind Load (Empty)

17 WLe(-z) Wind Load (Empty)

18 WLt(+x) Wind Load (Test)

19 WLt(-x) Wind Load (Test)

20 WLt(+z) Wind Load (Test)

21 WLt(-z) Wind Load (Test)

Unit( kN , kN-m )

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

A100-E-006 1

1 0 0 0 0 0

2 0 0 -1141 0 0

3 0 0 -495 0 0

4 0 0 -1642 0 0

5 0 0 0 0 0

6 0 0 0 0 0

7 0 0 0 0 0

8 0 0 0 0 0

9 0 0 0 0 0

10 57.74 0 0 0 586.84

11 -22.54 0 0 0 -136.78

12 0 22.54 0 -136.78 0

13 0 -22.54 0 136.78 0

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Calculation Sheetof

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Project Na. : .


Client : .

14 22.54 0 0 0 136.78

15 -22.54 0 0 0 -136.78

16 0 22.54 0 -136.78 0

17 0 -22.54 0 136.78 0

18 11.27 0 0 0 87.82

19 -11.27 0 0 0 -87.82

20 0 11.27 0 -87.82 0

21 0 -11.27 0 87.82 0

Footing SW 0.000 0.000 -1110.525 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

3.4.1 Load Combination in Pier Top (Without SW)Unit( kN , kN-m )

Ft.Name Pr.Name L.Comb.

1

101 0.000 0.000 -1141.000 0.000 0.000

102 28.398 0.000 -495.000 0.000 172.339

103 -28.398 0.000 -495.000 0.000 -172.339

104 0.000 28.398 -495.000 -172.339 0.000

105 0.000 -28.398 -495.000 172.339 0.000

106 31.553 0.000 -495.000 0.000 191.488

107 -31.553 0.000 -495.000 0.000 -191.488

108 0.000 31.553 -495.000 -191.488 0.000

109 0.000 -31.553 -495.000 191.488 0.000

110 72.752 0.000 -1141.000 0.000 739.418

111 -28.398 0.000 -1141.000 0.000 -172.339

112 0.000 28.398 -1141.000 -172.339 0.000

113 0.000 -28.398 -1141.000 172.339 0.000

114 14.199 0.000 -1642.000 0.000 110.648

115 -14.199 0.000 -1642.000 0.000 -110.648

116 0.000 14.199 -1642.000 -110.648 0.000

117 0.000 -14.199 -1642.000 110.648 0.000

118 0.000 0.000 -1141.000 0.000 0.000

201 0.000 0.000 -1597.400 0.000 0.000

202 31.553 0.000 -693.000 0.000 191.488

203 -31.553 0.000 -693.000 0.000 -191.488

204 0.000 31.553 -693.000 -191.488 0.000

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S Fx S Fy S Fz S Mx S My

A100-E-006

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Calculation Sheetof

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Client : .

205 0.000 -31.553 -693.000 191.488 0.000

206 0.000 0.000 -1597.400 0.000 0.000

207 0.000 0.000 -1597.400 0.000 0.000

208 80.836 0.000 -1597.400 0.000 821.576

209 -31.553 0.000 -1597.400 0.000 -191.488

210 0.000 31.553 -1597.400 -191.488 0.000

211 0.000 -31.553 -1597.400 191.488 0.000

212 69.288 0.000 -1369.200 0.000 704.208

213 -27.046 0.000 -1369.200 0.000 -164.132

214 0.000 27.046 -1369.200 -164.132 0.000

215 -27.046 0.000 -1369.200 0.000 -164.132

216 0.000 0.000 -2298.800 0.000 0.000

217 7.888 0.000 -2298.800 0.000 61.471

218 -7.888 0.000 -2298.800 0.000 -61.471

219 0.000 7.888 -2298.800 -61.471 0.000

220 0.000 -7.888 -2298.800 61.471 0.000

221 6.761 0.000 -1970.400 0.000 52.690

222 -6.761 0.000 -1970.400 0.000 -52.690

223 0.000 6.761 -1970.400 -52.690 0.000

224 0.000 -6.761 -1970.400 52.690 0.000

225 27.046 0.000 -594.000 0.000 164.132

226 -27.046 0.000 -594.000 0.000 -164.132

227 0.000 27.046 -594.000 -164.132 0.000

228 0.000 -27.046 -594.000 164.132 0.000

229 0.000 0.000 -1597.400 0.000 0.000

3.4.2 Load Combination in Footing Bottom (With Pier SW)Unit( kN , kN-m )

Ft.Name Pr.Name L.Comb.

1

101 0.000 0.000 -1141.000 0.000 0.000

102 28.398 0.000 -495.000 0.000 254.693

103 -28.398 0.000 -495.000 0.000 -254.693

104 0.000 28.398 -495.000 -254.693 0.000

105 0.000 -28.398 -495.000 254.693 0.000

106 31.553 0.000 -495.000 0.000 282.992

107 -31.553 0.000 -495.000 0.000 -282.992

108 0.000 31.553 -495.000 -282.992 0.000

109 0.000 -31.553 -495.000 282.992 0.000

110 72.752 0.000 -1141.000 0.000 950.400

111 -28.398 0.000 -1141.000 0.000 -254.693

112 0.000 28.398 -1141.000 -254.693 0.000

113 0.000 -28.398 -1141.000 254.693 0.000

114 14.199 0.000 -1642.000 0.000 151.825

115 -14.199 0.000 -1642.000 0.000 -151.825

116 0.000 14.199 -1642.000 -151.825 0.000

117 0.000 -14.199 -1642.000 151.825 0.000

118 0.000 0.000 -1141.000 0.000 0.000

201 0.000 0.000 -1597.400 0.000 0.000

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A100-E-006

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Calculation Sheetof

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Client : .

202 31.553 0.000 -693.000 0.000 282.992

203 -31.553 0.000 -693.000 0.000 -282.992

204 0.000 31.553 -693.000 -282.992 0.000

205 0.000 -31.553 -693.000 282.992 0.000

206 0.000 0.000 -1597.400 0.000 0.000

207 0.000 0.000 -1597.400 0.000 0.000

208 80.836 0.000 -1597.400 0.000 1056.000

209 -31.553 0.000 -1597.400 0.000 -282.992

210 0.000 31.553 -1597.400 -282.992 0.000

211 0.000 -31.553 -1597.400 282.992 0.000

212 69.288 0.000 -1369.200 0.000 905.143

213 -27.046 0.000 -1369.200 0.000 -242.565

214 0.000 27.046 -1369.200 -242.565 0.000

215 -27.046 0.000 -1369.200 0.000 -242.565

216 0.000 0.000 -2298.800 0.000 0.000

217 7.888 0.000 -2298.800 0.000 84.347

218 -7.888 0.000 -2298.800 0.000 -84.347

219 0.000 7.888 -2298.800 -84.347 0.000

220 0.000 -7.888 -2298.800 84.347 0.000

221 6.761 0.000 -1970.400 0.000 72.298

222 -6.761 0.000 -1970.400 0.000 -72.298

223 0.000 6.761 -1970.400 -72.298 0.000

224 0.000 -6.761 -1970.400 72.298 0.000

225 27.046 0.000 -594.000 0.000 242.565

226 -27.046 0.000 -594.000 0.000 -242.565

227 0.000 27.046 -594.000 -242.565 0.000

228 0.000 -27.046 -594.000 242.565 0.000

229 0.000 0.000 -1597.400 0.000 0.000

3.4.3 Load Combination in Footing Bottom Center (With Pier & Footing SW)

Load Combination of Elastic Condition

- C.G. of Load is coordinate from left bottom. Unit : mm Unit( kN , kN-m )

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

101 0.000 0.000 -2140.472 0.000 0.000 2150.0 , 2150.0

102 28.398 0.000 -1494.472 0.000 254.693 2150.0 , 2150.0

103 -28.398 0.000 -1494.472 0.000 -254.693 2150.0 , 2150.0

104 0.000 28.398 -1494.472 -254.693 0.000 2150.0 , 2150.0

105 0.000 -28.398 -1494.472 254.693 0.000 2150.0 , 2150.0

106 31.553 0.000 -1494.472 0.000 282.992 2150.0 , 2150.0

107 -31.553 0.000 -1494.472 0.000 -282.992 2150.0 , 2150.0

108 0.000 31.553 -1494.472 -282.992 0.000 2150.0 , 2150.0

109 0.000 -31.553 -1494.472 282.992 0.000 2150.0 , 2150.0

110 72.752 0.000 -2140.472 0.000 950.400 2150.0 , 2150.0

111 -28.398 0.000 -2140.472 0.000 -254.693 2150.0 , 2150.0

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A100-E-006

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Calculation Sheetof

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Project Na. : .


Client : .

112 0.000 28.398 -2140.472 -254.693 0.000 2150.0 , 2150.0

113 0.000 -28.398 -2140.472 254.693 0.000 2150.0 , 2150.0

114 14.199 0.000 -2641.472 0.000 151.825 2150.0 , 2150.0

115 -14.199 0.000 -2641.472 0.000 -151.825 2150.0 , 2150.0

116 0.000 14.199 -2641.472 -151.825 0.000 2150.0 , 2150.0

117 0.000 -14.199 -2641.472 151.825 0.000 2150.0 , 2150.0

118 0.000 0.000 -2140.472 0.000 0.000 2150.0 , 2150.0

Load Combination of Ultimate Condition

- C.G. of Load is coordinate from left bottom. Unit : mm Unit( kN , kN-m )

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

S1

201 0.000 0.000 -1597.400 0.000 0.000 2150.0 , 2150.0

202 31.553 0.000 -693.000 0.000 282.992 2150.0 , 2150.0

203 -31.553 0.000 -693.000 0.000 -282.992 2150.0 , 2150.0

204 0.000 31.553 -693.000 -282.992 0.000 2150.0 , 2150.0

205 0.000 -31.553 -693.000 282.992 0.000 2150.0 , 2150.0

206 0.000 0.000 -1597.400 0.000 0.000 2150.0 , 2150.0

207 0.000 0.000 -1597.400 0.000 0.000 2150.0 , 2150.0

208 80.836 0.000 -1597.400 0.000 1056.000 2150.0 , 2150.0

209 -31.553 0.000 -1597.400 0.000 -282.992 2150.0 , 2150.0

210 0.000 31.553 -1597.400 -282.992 0.000 2150.0 , 2150.0

211 0.000 -31.553 -1597.400 282.992 0.000 2150.0 , 2150.0

212 69.288 0.000 -1369.200 0.000 905.143 2150.0 , 2150.0

213 -27.046 0.000 -1369.200 0.000 -242.565 2150.0 , 2150.0

214 0.000 27.046 -1369.200 -242.565 0.000 2150.0 , 2150.0

215 -27.046 0.000 -1369.200 0.000 -242.565 2150.0 , 2150.0

216 0.000 0.000 -2298.800 0.000 0.000 2150.0 , 2150.0

217 7.888 0.000 -2298.800 0.000 84.347 2150.0 , 2150.0

218 -7.888 0.000 -2298.800 0.000 -84.347 2150.0 , 2150.0

219 0.000 7.888 -2298.800 -84.347 0.000 2150.0 , 2150.0

220 0.000 -7.888 -2298.800 84.347 0.000 2150.0 , 2150.0

221 6.761 0.000 -1970.400 0.000 72.298 2150.0 , 2150.0

222 -6.761 0.000 -1970.400 0.000 -72.298 2150.0 , 2150.0

223 0.000 6.761 -1970.400 -72.298 0.000 2150.0 , 2150.0

224 0.000 -6.761 -1970.400 72.298 0.000 2150.0 , 2150.0

225 27.046 0.000 -594.000 0.000 242.565 2150.0 , 2150.0

226 -27.046 0.000 -594.000 0.000 -242.565 2150.0 , 2150.0

227 0.000 27.046 -594.000 -242.565 0.000 2150.0 , 2150.0

228 0.000 -27.046 -594.000 242.565 0.000 2150.0 , 2150.0

229 0.000 0.000 -1597.400 0.000 0.000 2150.0 , 2150.0

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A100-E-006

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Calculation Sheetof

Foundation

Project Na. : .


Client : .

4. CHECK OF STABILITY

4.1 CHECK OF SLIDING

Formula : mSFz + P.F

SFx2 + SFy

2

> Fs -> OK (Bi-Axial)

P.F = Passive Force (apply only in case checked passive force, mark by P) Unit ( kN )

Ft.Name Dir. L.Comb. Fs(i) Result

A100-E-006 Bi-Axial 110 1.5

4.2 CHECK OF OVERTURNING MOMENT

Formula : (SMry / SMoy or SMrx / SMox) > OVM(i) -> OK Unit ( kN-m )

Ft.Name Dir. L.Comb. OVM(i) Result

A100-E-006X 110 1.8 OK

Y 110 1.8 OK

4.3 CHECK OF CONTACT PRESSURE

4.3.1 Contact Pressure Formula

'Handbook CONCRETE ENGINEERING' Second Edition edited by Mark Fintel

q1,q2 = SFz

Af

SMy X(i)

Iy

SMx Y(i)

Ix

if q1 or q2 < 0 , than q1 and q2 will be recalculated

by following formula

Px = L

0 q(x) width (x) X dx

L

0 q(x) width (x) dx

P = L

0 q(x) width (x) dx

4.3.2 Input Data

Ft.Name

A100-E-006

11/12/2015


( mS Fz + P.F ) / S Fx2

+ S Fy2

0.45 2140.47 / 72.75 = 13.24 OK

S Mry / S Moy = OVM or S Mrx / S Mox = OVM

4602.02 / 950.4 = 4.84

SMo = 0 , Then N/A

Af (m2

) Fl (m ) Fw (m ) Ix (m4

) Iy (m4

)

15.318 4.300 4.300 18.7146 18.7146

Page 16

Calculation Sheetof

Foundation

Project Na. : .


Client : .

4.3.3 Pressure Check

- Qa = Soil bearing capacity

- Uc = Uplift Allowable capacity

- XY-Direction (Bi-Axial) Unit( kN , kN-m , kN/m2 )

Ft.Name L.Comb. q1 q2 ci cj Qmax Qa Cont.A.R Result

A100-E- 110

11/12/2015


30.554 248.925 0.000 4.300 248.925 100 / 80 % OK266.660(gross)

Page 17

Calculation Sheetof

Foundation

Project Na. : .


Client : .

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

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, Fl or Fw : Footing Length or Footing Width, Sl or Sw : Strip X or Y width

5.1.1 DataUnit( mm , kN , kN-m )

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

A100-E-

006

S1 X

201 4300.00 4300.00 1597.400 0.00 1597.400

202 4300.00 4300.00 693.000 282.99 693.000

203 4300.00 4300.00 693.000 -282.99 693.000

204 4300.00 4300.00 693.000 0.00 693.000

205 4300.00 4300.00 693.000 0.00 693.000

206 4300.00 4300.00 1597.400 0.00 1597.400

207 4300.00 4300.00 1597.400 0.00 1597.400

208 4300.00 4300.00 1597.400 1056.00 1597.400

209 4300.00 4300.00 1597.400 -282.99 1597.400

210 4300.00 4300.00 1597.400 0.00 1597.400

211 4300.00 4300.00 1597.400 0.00 1597.400

212 4300.00 4300.00 1369.200 905.14 1369.200

213 4300.00 4300.00 1369.200 -242.56 1369.200

214 4300.00 4300.00 1369.200 0.00 1369.200

215 4300.00 4300.00 1369.200 -242.56 1369.200

216 4300.00 4300.00 2298.800 0.00 2298.800

217 4300.00 4300.00 2298.800 84.35 2298.800

218 4300.00 4300.00 2298.800 -84.35 2298.800

219 4300.00 4300.00 2298.800 0.00 2298.800

220 4300.00 4300.00 2298.800 0.00 2298.800

221 4300.00 4300.00 1970.400 72.30 1970.400

222 4300.00 4300.00 1970.400 -72.30 1970.400

223 4300.00 4300.00 1970.400 0.00 1970.400

224 4300.00 4300.00 1970.400 0.00 1970.400

225 4300.00 4300.00 594.000 242.56 594.000

226 4300.00 4300.00 594.000 -242.56 594.000

227 4300.00 4300.00 594.000 0.00 594.000

228 4300.00 4300.00 594.000 0.00 594.000

229 4300.00 4300.00 1597.400 0.00 1597.400

S1 Y201 4300.00 4300.00 1597.400 0.000 1597.400

202 4300.00 4300.00 693.000 0.000 693.000

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S Fz S M S Q

Page 18

Calculation Sheetof

Foundation

Project Na. : .


Client : .

203 4300.00 4300.00 693.000 0.000 693.000

204 4300.00 4300.00 693.000 -282.992 693.000

205 4300.00 4300.00 693.000 282.992 693.000

206 4300.00 4300.00 1597.400 0.000 1597.400

207 4300.00 4300.00 1597.400 0.000 1597.400

208 4300.00 4300.00 1597.400 0.000 1597.400

209 4300.00 4300.00 1597.400 0.000 1597.400

210 4300.00 4300.00 1597.400 -282.992 1597.400

211 4300.00 4300.00 1597.400 282.992 1597.400

212 4300.00 4300.00 1369.200 0.000 1369.200

213 4300.00 4300.00 1369.200 0.000 1369.200

214 4300.00 4300.00 1369.200 -242.565 1369.200

215 4300.00 4300.00 1369.200 0.000 1369.200

216 4300.00 4300.00 2298.800 0.000 2298.800

217 4300.00 4300.00 2298.800 0.000 2298.800

218 4300.00 4300.00 2298.800 0.000 2298.800

219 4300.00 4300.00 2298.800 -84.347 2298.800

220 4300.00 4300.00 2298.800 84.347 2298.800

221 4300.00 4300.00 1970.400 0.000 1970.400

222 4300.00 4300.00 1970.400 0.000 1970.400

223 4300.00 4300.00 1970.400 -72.298 1970.400

224 4300.00 4300.00 1970.400 72.298 1970.400

225 4300.00 4300.00 594.000 0.000 594.000

226 4300.00 4300.00 594.000 0.000 594.000

227 4300.00 4300.00 594.000 -242.565 594.000

228 4300.00 4300.00 594.000 242.565 594.000

229 4300.00 4300.00 1597.400 0.000 1597.400

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Page 19

Calculation Sheetof

Foundation

Project Na. : .


Client : .

5.1.2 Design Parameters

Yield Strength - f5 ~ f18 : fy1 , f19 ~ : fy2

f_cl : Clear Cover for edge of footing reinforcement

f_clt : Clear Cover for top of footing reinforcement

f_clb : Clear Cover for bottom of footing reinforcement

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

Unit(N/mm2,mm)

fck fy1 fy2 f_cl f_clt f_clb

18.50 390.00 390.00 75.0 75.0

5.2 REQUIRED REINFORCEMENT

5.2.1 Reinforcement Formula

- Shrinkage and temperature reinforcement (BS 8110. Part1. Table 3.25)

As1 = fac b h

fy = 250 N/mm2 , fac = 0.0024

fy = 460 N/mm2 , fac = 0.0013

- Design formula BS CODE 3.4.4.4

K' = 0.156 where redistribution does not exceed 10%

K = [Mux or Muy]

bd2fcu

If K <= K' , compression reinforcement is not required.

z = d ( 0.5 + 0.25 - K

0.9 ) but not greater than 0.95d

As2 = M

0.95fyz

f'y = 500 MPa = > As2 = M

0.87fyz

If Sleected As{Max(As1,As2)} < Using As , then OK!!

The moment for reinforcement design is calculated at face of pier per any section.

The temperature and shrinkage steel is considered in the bottom layer only.

Where ,

Mux or Muy = design ultimate moment, d=effective depth, fcu(fck) = strength of concrete

fy = strength of reinforcement, z = lever arm, b = width of then setcion

If Selected As < Using As, then OK!!

5.2.2 Check of Footing Reinforcement

Footing Name : A100-E-006 GroupType : Octagonal

- X direction (Unit Width)

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

S1 Blocktop Center 1.000 2812.500 2454.369

botom Center 1.000 2812.500 2454.369

11/12/2015


75.0

Loc. (m) As (mm2

)

5 - f25 @ 200

5 - f25 @ 200

Page 20

Calculation Sheetof

Foundation

Project Na. : .


Client : .

Sec.Nam L.Comb. Result

S1 Blocktop 2454.369 1885.000

bottom 2454.369 1885.000

- Y direction (Unit Width)

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

S1 Blocktop Center 1.000 2787.500 2454.369

botom Center 1.000 2787.500 2454.369

Sec.Nam L.Comb. Result

S1 Blocktop 2454.369 1885.000

bottom 2454.369 1885.000

11/12/2015


As1(mm2

)Using As(mm2

)

OK

OK

Loc. (m) As (mm2

)

5 - f25 @ 200

5 - f25 @ 200

As1(mm2

)Using As(mm2

)

OK

OK

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