Tank Sample 최종

TITEL :

PROJECT NO. : 130008

PROJECT NAME : SUNNY Project

CLIENT : Solvay Silica Korea Co., Ltd.

LOCATION : Gunsan, Korea

This DOCUMENT is property of Posco Engineering Co., Ltd.. Therefore, it shall not be released to any third party without permission of

an authorized personnel of the Posco Engineering Co., Ltd..

0Project

Management

G.W.Lee J.B.Lee

Sep 28, 2014 Aug 28, 2014 Aug 28, 2014

REV. NO. Date Description PREP'N REVIEW APPROVAL

REV. NO.PREPARATIO

PREPARATION REVIEW APPROVALDEP'T

0 Aug 28, 2014 ISSUED FOR APPROVAL Y.S.YANG H.K.BYUN K.M.LEEM

CALCULATION SHEETS FOR

TANK

CALCULATION SHEETS FOR DOC. NO. :

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:::

1. GENERAL CRITERIA

1.1 GENERAL

1.2 CODE, STANDARD AND REFERENCE DOCUMENT

1.3 MATERIAL SPECIFICATION

1.4 DESIGN CONSTANT

1.5 DESIGN LOAD

1.6 TYPICAL LOAD COMBINATION

2. DESIGN DATA

2.1 DESIGN DIMENSION

2.2 PILE INFORMATION

3. DESIGN LOAD

3.1 VENDOR LOAD DATA

3.2 DEAD LOAD

3.3 EMPTY LOAD

3.4 OPERATING LOAD

3.5 TEST LOAD

3.6 WIND LOAD

3.7 SEISMIC LOAD

3.8 DESIGN LOAD SUMMARY

4. LOAD COMBINATION

4.1 LEGEND

4.2 LOAD COMBINATION FOR STABILITY & SERVICEABILITY CHECK

4.3 LOAD COMBINATION FOR REINFORCE CONCRETE DESIGN

5. STABILITY CHECK

5.1 CALCULATION OF TOTAL WORKING LOAD FOR STABILITY CHECK

5.2 PILE STABILITY CHECK

6. MEMBER DESIGN OF RING WALL

6.1 CALCULATION OF MEMBER FORCE

6.2 MEMBER CHECK OF RING WALL

7. MEMBER DESIGN OF FOOTING

7.1 CALCULATION OF TOTAL WORKING LOAD FOR MEMBER DESIGN


7.3 MEMBER CHECK OF FOOTING

8. REBAR SKETCH

APPENDIX-1 : WIND LOAD BY ASCE 7-10

APPENDIX-2 : WIND LOAD BY KBC 2009

APPENDIX-3 : SEISMIC LOAD BY UBC 97

APPENDIX-4 : SEISMIC LOAD BY KBC 2009

TABLE OF CONTENTS

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1. GENERAL CRITERIA

1.1 GENERAL

- Project Name : SUNNY Project

- Location : Gunsan, Korea

- Unit System : SI-Unit System

1.2 CODE, STANDARD AND REFERENCE DOCUMENT

- KBC 2009

General concrete design and Specification

- ASCE 7-10

- ACI 318-08

Building Code Requirements for Reinforced Concrete (American Concrete Institute)

- UBC 97

Uniform Building Code, Structural Engineering Design Provision

1.3 MATERIAL SPECIFICATION

1) Concrete ( Refer to 11C060-GG-001)

- Unit Weight

For Reinforced Concrete : = kN/m

- Min. Compressive Strength at 28 days

For Suspended Slabs Structural columns

and concrete exposed to salt or acids : = MPa

For Foundation Slabs on ground not exposed to

Acid Attack or SaltAttack : = MPa

2) Reinforcement Steel Bar (ASTM A615 Grade 60)

- Minimum Yield Strength : = MPa

- Modulus of Elasticity : = MPa

3) Soil

- Unit Weight

For Soil above Ground Water : = kN/m

For Soil below Ground Water : = kN/m

- Design Ground Water Level

As per Soil Investigation Report to be closed after site preparation

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Minimum Design Loads for Buildings and Other Structures (American Society of Civil Engineers)

c 24.0

f'c 24.0

s 19.0

s 9.0

f'c 24.0

fy 420

Es 200000

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1.4 DESIGN CONSTANT

1) Coefficient of Friction ( Refer to 11C060-Gs-002)

- Steel to Steel : =

- Steel to Concrete : =

- Steel to Roller : =

- Concrete to Soil : =

- Teflon to Teflon : =

2) Factor of Safety (for Shallow Foundation) (No Data. ASSUME)

- For Sliding : =

- For Overturning : =

- For Buoyancy : =

1.5 DESIGN LOAD

1) Equipment Load

2) Wind Load

- Applied In Accordance with ASCE 7-10

- The detail calculation of wind load refer to 'Appendix-1'.

- Applied In Accordance with KBC 2009

- The detail calculation of wind load refer to 'Appendix-2'.

3) Earthquake Load

- Applied In Accordance with UBC-97

- The detail calculation of earthquake load refer to 'Appendix-3'.

- Applied In Accordance with KBC 2009

- The detail calculation of earthquake load refer to 'Appendix-4'.

0.30

SF 1.2

0.40

0.00

SF 2.0

SF 1.5

0.10

0.40

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1.6 TYPICAL LOAD COMBINATION

1) Legend

2) Allowable Stress Design Method (for Foundation Stability and Serviceability Check)

Note, f : Increase Factor of Allowable Stress

3) Ultimate Strength Design Method (for Reinforced Concrete Member Design)

Maintenance 1.2 D + 1.2 DE + 1.6 B

1.2 D + 1.2 DT + 0.4 WTest

1.4 D + 1.4 DT

0.9 D + 0.9 DO + 1.0 E + 0.9 TF

0.9 D + 0.9 DO + 1.6 W + 0.9 TF

1.2 D + 1.2 DO + 1.0 L + 1.0 E + 1.2 TF

1.2 D + 1.2 DO + 1.2 L + 1.6 W + 1.2 TF

Condition Load combinations

Erection

Operating

1.2 D + 1.2 DO + 1.6 L + 1.2 TF

Maintenance 1.0 D + 1.0 DE + 1.0 B 1.00

1.0 D + 1.0 DT + 0.25 W 1.00Test

1.0 D + 1.0 DT 1.00

1.0 D + 1.0 DO + 0.75 L + 0.525 E 1.00

1.4 D + 1.4 DO + 1.4 TF

1.0 D + 1.0 DE + 0.5 W

1.0 D + 1.0 DE + 0.7 E

Water Pressure

1.00

1.00

1.00

1.0 D + 1.0 DE

Condition Load combinations f

DE Erection(Empty) Load of Equipment E Earthquake Load

TF

1.0 D + 1.0 DO + 1.0 W

1.0 D + 1.0 DO + 1.0 TF

1.4 D + 1.4 DE

D Dead Load W Wind Load

DT Test Load of Equipment H Earth Pressure

DO Operating Load of Equipment Thermal Load

L Live Load B Bundle Pull Load

F

Erection

1.0 D + 1.0 DO + 0.7 E 1.00

1.00

0.9 D + 0.9 DE + 1.0 E

1.0 D + 1.0 DO + 0.75 L + 0.75 W Operating

1.0 D + 1.0 DO + 1.0 L

1.00

1.00

1.00

0.9 D + 0.9 DE + 0.8 W

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2. DESIGN DATA

2.1 DESIGN DIMENSION


Project No. 130008

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10.8

0

11.6

0Anchor B.C.D = 11.19

0.60

0.40

P L A N

Tank I.D = 11.00

0.40

12.40

0Page

0.40

[unit : m]

0.40

1.30Compacted Sand Fill

0.200.70

0.80(ht)

SECTION

10.0

0

0.50

0.50

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2.2 PILE INFORMATION

1) Pile Arrangement ( Total Piles :

2) Allowable Pile Capacity

- For Vertical Direction : = kN/ea (No Data. ASSUME)

- For Lateral Direction : = kN/ea

- For Uplift Direction : = kN/ea

3) Section Modulus of Pile Arrangement

= Ni x Di / 8 , = Ii / (Di/2)

:

:

:

Minimum Section Modulus of Total Pile Arrangement : = m

4) Minimum Pile Spacing Check

- Minimum Distance of Pile to Pile = m = m O.K

- Minimum Distance of Pile to Edge = m = m O.K

P.H.C Pile 500 - 24 ea )

[unit : m]

d2i0.75

d1i

12.40 Di D2

Pupa 100.00

2.00

Ii Zi

Circle Array

Dia., Di

Q'ty

Ni

Space of

Circles, d1i

Space of Piles

in Each Circle, d2i

Moment of

Inertia, Ii

3.00D 1.50

D1

0.75

PILE ARRANGEMENT PLAN

Pva 1000.00

Pha 100.00

42.21

D2 6.90 8 2.00 2.64 47.61 66.68

D1 10.90 12 - 2.82 178.22

Section

Modulus, Zi

m ea Di~Di-1 , m m m m

158.64D3 2.90 4 2.00 2.05 4.21

0.75 1.50D 0.75

Zmin. 42.21

TOTAL 24 - - 230.03 -

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3. DESIGN LOAD

3.1 VENDOR LOAD DATA

3.2 DEAD LOAD

1) Footing Weight : x x x = kN

2) Ringwall Weight : x ( - ) / x x = kN

3) Inner soil weight : x / x x = kN

4) Outer soil weight : ( x - x / )

x x = kN

5) Total Weight : + + + = kN

3.3 EMPTY LOAD

- = kg = kN

3.4 OPERATING LOAD

- = kg = kN

3.5 TEST LOAD

- = kg = kN

0.70 24.00 236.45

24.00 1834.20

11.60 10.80

1834.20 236.45 3303.01

4

0.8284

DO 829246.0 8134.90

DT 852585.0 8363.86

4

Operating Case

1154.27 78.09

DE 27752.0 272.25

Wind

Wind Load

12.40 11.60

0.20 18.00 78.09

Seismic

Empty Case

0.8284 12.40 0.60

Load CaseVertical Horizontal Moment

Remark

kg kg kg.m

Operating Weight 829,246

Test Weight 852,585

10.80 0.70 18.00 1154.274

Empty Weight 27,752

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3.6 WIND LOAD

1) By Vendor

- Lateral Force : = kg = kN

- Moment at Top of Pedestal : = kg = kN.m

2) By Calculation ASCE 7-10 (Refer to 'Appendix-1')

- Lateral Force : = kN

- Moment at Top of Pedestal : = kN.m

3) By Calculation KBC 2009 (Refer to 'Appendix-2')



4) Design Use Value

*Moment Load at Top of Pedestal

- Design Wind Load In Empty Condition, WE

Lateral Force : = kN

Moment at Top of Pedestal : = kN.m

Moment at Bottom of Foundation

= Mw + Hw x ht = + x = kN.m

kN

55.93 319.01

Hw 157.49

157.49 871.25

Use value - 157.49 871.25

Mw 319.01

Load Case BasisVertical Lateral *Moment

kN kN.m

Wind Load

By Vendor - - -

By Calculation KBC 2009

Hw 157.49

Mw 871.25

0.00

0.00

157.49

Hw

Mw

By Calculation ASCE 7-10 -

0.00

0.00

-

0.80 997.25

Mw 871.25

Hw 55.93

Mwf 871.25

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3.7 SEISMIC LOAD

1) By Vendor

- In Empty Condition, EE

Lateral Force : = kg = kN

Moment at Top of Pedestal : = kg = kN.m

- In Operating Condition, EO

Lateral Force : = kg = kN

Moment at Top of Pedestal : = kg = kN.m

2) By Calculation UBC 97 (Refer to 'Appendix-3')







3) By Calculation KBC 2009 (Refer to 'Appendix-4')







Heo 0.00 0.00

Meo

Heo 1622.64

Meo

2542.16

0.00 0.00

0.00

Hee 54.30

Hee

Mee 0.00

Meo 12710.79

Mee 271.52

8113.21

0.00 0.00

Mee 425.39

Hee 85.08

Heo

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4) Design Use Value

*Moment Load at Top of Pedestal

- Design Seismic Load In Empty Condition




= Mee + Hee x ht = + x = kN.m

- Design Seismic Load In Empty Condition




= Meo + Heo x ht = + x = kN.m

3.8 DESIGN LOAD SUMMARY

1) Design Load Summary for Foundation

425.39

Load

Case

Vertical

Force

Lateral

Force

Moment at

Bot.of FDNDescription

V H Mf

kN kN

Heo 2542.16

Meo 12710.79

Vertical Lateral

85.08 425.39 0.80

Hee 85.08

By Calculation KBC 2009 - 54.30

Mefo 2542.16 12710.79 0.80 12710.79

Load Case BasiskN kN

Mefe

Mee 425.39

kN.m

D 3303.01 Dead Load (Foundation Selfweight)

271.52

Use value - 85.08 425.39

Seismic Load

in Empty

Condition

By Vendor - - -

By Calculation UBC 97 - 85.08 425.39

*Moment

Seismic Load

in Operating

Condition

By Vendor - - -

By Calculation UBC 97 - 2542.16 12710.79

By Calculation KBC 2009 - 1622.64 8113.21

Use value - 2542.16 12710.79

kN.m

DT 8363.86 Test Load

WL 157.49 997.25 Wind Load

DE 272.25 Empty Load

DO 8134.90 Operating Load

Earthquake Load in Empty Condition

EO 2542.16 12710.79 Earthquake Load in Oper. Condition

EE 85.08 425.39

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4. LOAD COMBINATION

4.1 LEGEND

4.2 LOAD COMBINATION FOR STABILITY & SERVICEABILITY CHECK

note, In short-term case, increasing factor of allowable stress = %

4.3 LOAD COMBINATION FOR REINFORCE CONCRETE DESIGN

0.9 D + 0.9 DE + 1.3 WL Empty with wind

Operating with wind

L/C-U1 1.4 D + 1.4 DO Normal operating

DT Test Load of Equipment

EO Operating Seismic

Load

CombinationLoad Factor Remark

DO Operating Load of Equipment

D Dead Load

DE Erection(Empty) Load of Equipment

WL Operating Wind

EE Erection(Empty) Seismic

L/C-S4 1.0 D + 1.0 DO + 1.0 WL

L/C-S2 1.0 D + 1.0 DE + 1.0 WL Empty with wind

L/C-S1 1.0 D + 1.0 DO Normal operating

L/C-S6 1.0 D + 1.0 DT Test

L/C-S5 1.0 D + 1.0 DO + 0.7 EO Operating with Seismic

0

Load

CombinationLoad Factor Remark

L/C-U2

L/C-U6 1.2 D + 1.2 DT

L/C-U5 1.2 D + 1.2 DO + 1.0 EO

L/C-U4 1.2 D + 1.2 DO + 1.3 WL Operating with wind

L/C-U3 0.9 D + 0.9 DE + 1.0 EE Empty with Seismic

L/C-S3 1.0 D + 1.0 DE + 0.7 EE Empty with Seismic

Operating with Seismic

Test

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5. STABILITY CHECK

5.1 CALCULATION OF TOTAL WORKING LOAD FOR STABILITY CHECK

Note, Total Working Load

=

x Each Load(refer to '3.8 DESIGN LOAD SUMMARY [for Foundation])'}

-11666.87 Test

{Factor(refer to '4.2 LOAD COMBINATION FOR STABILITY & SERVICEABILITY CHECK')

Operating with Seismic

11437.91

Lateral

Force

-

1779.51

157.49

-

11437.91

997.25 Empty with wind

Empty with Seismic

kN.m

-

Vertical

load

V

kN

H

8897.55

Remark

Normal operating

L/C-S2 3575.25

Operating with wind157.49 997.2511437.91

kN

Moment at

Bot.of FDN

Mf

Load

Combination

L/C-S3 3575.25 59.55 297.77

L/C-S5

L/C-S6

L/C-S1

L/C-S4

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5.2 PILE STABILITY CHECK

1) For Critical Case of Max. Vertical Reaction :

- Total Working Load

= kN

= kN

= kN.m

- Pile Reaction Check

Vertical Pile Reaction Check

Pvmax./min. = V / Ntotal Mf/ Zmin.= / /

kN/ea (Max.)

kN/ea (Min.)

Uplift Pile Reaction Check

Pupmax. = kN/ea Pua = kN/ea O.K

Lateral Pile Reaction Check

Phmax. = H / Ntotal = /

= kN/ea Pha = kN/ea O.K

2) For All Case

=

L/C-S5

1000.00 kN/ea O.K265.77

0.00

V 11437.91

100.00

=687.39

Pva

Mf 8897.55

11437.91 24 ea 8897.55 42.21

H 1779.51

Lateral Reaction

Pvmax. Pvmin. Pva Uplift PupaCheck

Phmax. PhaCheck

1779.51 24 ea

74.15 100.00

L/C

No.

Vertical and Uplift Reaction

- 100.00 O.KL/C-S1 476.58 476.58 1000.00 - 100.00 O.K

kN/ea kN/ea kN/ea kN/ea kN/ea kN/ea kN/ea

L/C-S3 156.02 141.91 1000.00 - 100.00 O.K 2.48 100.00

O.K 6.56 100.00 O.KL/C-S2 172.60 125.34 1000.00 - 100.00

L/C-S5 687.39 265.77 1000.00 - 100.00 O.K 74.15 100.00

O.K 6.56 100.00 O.K

O.K

L/C-S4 500.21 452.95 1000.00 - 100.00

O.K - 100.00 O.K

O.K

L/C-S6 486.12 486.12 1000.00 - 100.00

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6. MEMBER DESIGN OF RING WALL


[unit : m] q

(hp) Fu1

Fu2

(tw)

* Coefficient of earth pressure at rest : = 1 - sin = 1 - =

1) Max. Tension Force of Rebar :

- Uniform contents load

= / ( x / ) = kN/m2

- Lateral earth pressure

Fu1 = x x x

= x x x = kN/m

Fu2 = x x x x

= x x x x = kN/m

= Total lateral force = +

= + kN/m

- Hoop tension force

= x x

= x x = kN

- Design moment

= Fu1 x hp/2 + Fu2 x hp/3

= x ( / ) + x ( / ) = kN.m/m

L/C-U1

0.70 0.70

1.60

51.46 11.20 288.20

47.94

3.53

0.70

51.46

3.53

47.94

f

Mu

47.94

3.53

4

Fu

85.60

Ko

0.50

f1/2

Fu2

1.600.50

Fu1

Ko

Tu 1/2 Fu Dia.

0.50

3 17.60

hp

30 0.50

t hp2

0.50 18.00

Fu

2

0.70

Tu = 1/2 x Fu x Dia.

0.40

Tank I.D = 11.00

Ringwall Dia. = 11.20

Ko sin

0.70

85.60

Wu

Wu 8134.90 11.00

Tu Tu

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2) For All Case

6.2 MEMBER CHECK OF RING WALL

1) Rebar check

x 6

x x 2

x 2 x

x

Asreq. = x b x d = x x = mm

Astemp. = x b x h / 2 [1800mm] = x x / = mm

Asmin.1 = 1.4/fy x b x d = / x x = mm

Asmin.2 = 0.25 x fck/fy x b x d = x / x x = mm

Asreq. x 4/3 = x = mm

USE : ( = mm ) Asselect = mm O.K

2) Shear check

= x 1/6 x fck x b x d

= x x x x

= kN = kN O.K

3) Hoop tension rebar check

Asreq. = Tu / ( x fy) = / ( x ) = mm

Asmin.wall = x tw x hp = x x = mm

USE : - ( = mm ) Asselect = mm O.K

Load

Combination

L/C-U1

L/C-U2

L/C-U3 1.60 3.53 5.13 28.74 1.38

85.60 47.94 3.53 51.46 288.20L/C-U4

2 x 4ea D16 As 1589 > 828

420 828

199.02 > Vu 52.81

0.0025 0.0025 400 700 700

295756 0.85

400As

Remark

1.38

Vc

0.75 1/6 24 1000 325.0

Tension

0.85

Shear

157 4/3 209

D16 993 >

2.86

51.46 288.20 17.60

88.01 49.29 3.53 52.81 295.76 18.07

17.60

kN.m/m

3.53 51.46 288.20

Fu1 Fu2

kN/m kN/m

Fu Tu

kN/m2

2.86 1.60 3.53 5.13 28.74

Wu

kNkN/m

85.60 47.94

85.60 47.94

Vu Mu Tud

Mu

kN

24 420 1000

3.53

17.60

mm mm

75 325.0

Mpa

bd 0.85 1000 325

@200

fck fy b h cover

=2 x Rn

L/C-U6

=

1 -

N/mm2

52.81

mm mm

=0.85fck

1 - 1 - =

10 0.2013

18.07 295.760.75 400

0.00048 1000 325.0 157

0.0020 0.002 1000 400 4002

0.00048fy 0.85fc' 420 0.85 24

0.20130.85 241 -

=Mu

=18.07

0.25 24 420 1000 325.0 948

1.4 420 1000 325.0 1083

Mpa

Rnreq.

kN kN.m

L/C-U5

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7. MEMBER DESIGN OF FOOTING

7.1 CALCULATION OF TOTAL WORKING LOAD FOR MEMBER DESIGN

Note, Total Working Load

=

x Each Load(refer to '3.8 DESIGN LOAD SUMMARY [for Foundation])'}


* Area of footing : = x 2 = m

* Minimum modulus of footing : = x 3 = m

* Max. distance of pile to pile : = m

1) For Critical Case of Max. Factored Reaction :

- Total Working Load

= kN

= kN.m

- Factored uniform load per unit area of slab

= Vu / Af + Mfu / Zfmin.= / + / = kN/m (Max.)

- Design shear force

= Wu x Ln / 2 = x / 2 = kN /m

- Design moment

= Wu x Ln / 11 = x 2 / = kN.m /m

= Wu x Ln / 10 = x 2 / = kN.m /m

- Factored pile reaction

Pvumax. = Vu / N Mfu / Zmin.= / + / = kN/ea

{Factor(refer to '4.3 LOAD COMBINATION FOR REINFORCE CONCRETE DESIGN')

L/C-U05

Vu 13725.49

Normal operating

Empty with wind

Empty with Seismic

Operating with wind

Operating with Seismic13725.49 2542.16 12710.79

Test

RemarkV H Mf

14000.24

L/C-U4

L/C-U5

Mu(-) 168.64 2.90 10 141.83

13725.49 24 12710.79 42.21 873.05

Wu

Muf 12710.79

Zfmin. 0.1095 12.40

13725.49 127.37 12710.79 208.78 168.64

Vu 168.64 2.90 244.53

Mu(+) 168.64 2.90 11 128.93

L/C-U2

kN.m

16013.07

208.78

Ln 2.90

L/C-U6

Af 0.8284 12.40 127.37

- -

1296.42

3217.73 85.08 425.39

13725.49 204.74 1296.42

3217.73 204.74

L/C-U3

-

Load

Combination

Vertical

load

Lateral

Force

Moment at

Bot.of FDN

L/C-U1

kNkN

-

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2) For all cases

7.3 MEMBER CHECK OF FOOTING

1) Rebar check

x 6

x x 2

x 2 x

x

Asreq. = x b x d = x x = mm

Astemp. = x b x h / 2 [1800mm] = x x / = mm

Asmin.1 = 1.4/fy x b x d = / x x = mm

Asmin.2 = 0.25 x fck/fy x b x d = x / x x = mm

Asreq. x 4/3 = x = mm

USE : ( = mm ) Asselect = mm O.K

2) Shear check

= x 1/6 x fck x b x d

= x x x x

= kN = kN O.K

1.4 420 1000 450.0 1500

0.25 24 420 1000 450.0 1312

901

Vc

0.75 1/6 24 1000 450.0

275.57 > Vu 244.53

4/3 1202

D19 @200 As 1433 > 1202

= 0.00200fy 0.85fc' 420 0.85 24

=0.85 24

0.00200 1000 450.0 901

0.0020 0.002 1000 600 2 600

Rnreq. =Mu

=141.83 10

= 0.824 N/mm2

bd 0.85 1000 450

1 - 1 -0.824

=0.85fck

1 - 1 -2 x Rn

Mpa Mpa Tension Shear mm mm mm mm kN kN.m kN

24 420 0.85 0.75 1000 600 150 450.0 244.53 141.83 873.05

L/C-U6 109.91 159.37 84.03 92.44 583.34

fck fy b h cover d Vu Mu Pvu

L/C-U4 113.97 165.25 87.13 95.85 602.61

L/C-U5 168.64 244.53 128.93 141.83 873.05

L/C-U1 125.72 182.29 96.12 105.73 667.21

L/C-U2 31.47 45.63 24.06 26.47 164.79

L/C-U3 27.30 39.58 20.87 22.96 144.15

Load

Combination

Design Member force

Factored uniform load

Wu

Design shear

Vu

Design mement Pile reaction

Pvumax.Mu(+) Mu(-)

kN/m kN /m kN.m /m kN.m /m kN/ea

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3) Pile Punching Shear Check

- Max. Factored Pile Reaction

= kN

- Punching Shear Check

= x 0.17 x (1 + 2/) x x f'c x bo x d

= x x ( 1 + 2 / ) x x x x

= kN

= x 0.083 x (s x d / bo + 2) x x f'c x bo x d

= x x ( x / + 2 )

x x x x

= kN

= x 0.33 x x f'c x bo x d

= x x x x x

= kN

Note, : Ratio of long side to short side of the loading area, = 1.0

: Modification factor of lightweight concrete

for Normalweight concrete, = 1.0

= for interior column , for edge column , for corner column

= x (dp + d/2 x 2) = mm

Min.[Vc1 & Vc2 & Vc3] = kN = kN O.K> Vpu 873.05

1628.42

s 40 30

0.75 0.17

20

bo 2985

1628.42

2516.65

Vc2

0.75 0.083 40 450.0 2985

1.00 24 2985 450.0

3289.33

Vc3

0.75 0.33 1.00 24 2985 450.0

Vpu 873.05

1.00 1.00 24 2985

Vc1

450.0

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8. REBAR SKETCH

D16 @200

D19 @200

2 x 4ea - D16

2 x 4ea - D16

D16 @200 D19 @200

Ringwall rebar Footing rebar

REBAR PLAN

REBAR SECTION

:::

APPENDIX-1 : WIND LOAD BY ASCE 7-10

A1.1 BASIC DESIGN INFORMATION

1) Design Code : ASCE 7-10

2) Information by Project Specification

- Occupancy Category :

- Exposure Category :

- Basic Wind Speed : = m/sec

3) Information of Equipment

- Diameter/Width : = m

- Total Height : = m ( T.O.G = m )

- Section Shape :

A1.2 CALCULATION OF WIND LOAD

1) Design Wind Force

- = qz x G x Cf x Af , See the below 29.5-1

2) Velocity Pressure Evaluated at height 'z'

- = 0.613 x Kz x Kzt x Kd x V See the below 29.3-1

Note, : Velocity Pressure Exposure Coefficient, See the belowe table 29.3-1

: Topographic Factor = See the below 26.8.2

: Wind Directionality Factor (For Chimneys, Tanks, and Similar Str.)

= for Section of Round See the belowe table 26.6-1

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0.95

F

Kd

Kd

Kz

qz

C

11.00

0.50

III

1.00

V 40.00

Kzt

D

10.00

Round

h

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3) Gust Effect Factor See the below 26.9

- = for Rigid Structure (Natural Frequency 1 Hz)

where, Natural Frequency (Approx. Method, ASCE 7-10 / 12.8.2.1)

= 1 / (Ct x hx) = 1 / ( x h ) = Hz

- For Flexible Structure (Natural Frequency < 1 Hz)

+ x x ( 2 x 2 + 2 x 2 )

+ x x

=

Note, : Intensity of Turbulence at Height 'z'

= c x (10 / z)1/6 = x ( / ) =

: Turbulence Intensity Factor = (for Exposure C)

: The Equivalent Height of the Str. as 0.6he, but Not Less than zmin.

= x = m = m (for Exposure C)

: Peak Factor for Background Response, Wind Response =

: Peak Factor for Resonant Response

= {2 ln(3600n1)} + 0.577 / {2 ln(3600n1)}

= { 2 x x ) } + / { 2 x x ) }

=

: Building Natural Frequency

= = 1 / (Ct x hx)

= 1 / ( x ) = Hz

: Background Response Factor

= [1 / {1 + 0.63 x ((B + he)/LZ)0.63

}]

= ( 1 / [ 1 + x { ( + ) / } ] )

=

: Horizontal Dimension of Building = m

: Integral Length Scale of Turbulence at the Equivalent Height

= I x (z / 10)

= x ( / ) = m

= m , = (for Exposure C)

LZ

LZ

152

G 0.85

c

0.89

x

IZ

1 / T

1.70 0.22

1/6 0.22IZ

0.925

Q

B

n1

n1

0.63 11.00

10 1/5

137.6010.00

qQ , qV

=

3.40

10.00

0.63

3.64

4.57

137.60

=G 0.925 x1 + 1.7 IZ (qQ x Q + qR x R)

1 + 1.7 qV x IZ

11.00

z

0.20

z

1.00 1.70

0.20 6.00

3.40 0.92

3.40

zmin.

qR

3600

4.49

0.22

10

0.13351.00

Q

0.60 10.00

4.49

6.00

qR

0.75

3.64

0.0488

ln (ln ( 3600 0.577

1 / T 0.0488

3.64

152.40l

6.00

0.92

0.75 3.64

1/5

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: Resonant Response Factor

= {1/ x Rn x Rh x Rb x (0.53 + 0.47 RL)}

= { 1 / x x x x ( + x ) }

=

: Damping Ratio, Percent of Critical =

= 7.47 x N1 / {(1 + 10.3 N1)5/3

} =

= x / ( 1 + x )

= n1 x LZ / VZ = x / =

: Mean Hourly Wind Speed at Height 'z'

= b x (z / 10)a x V

= x ( / ) x

= m/s

= (for Exposure C) , = (for Exposure C)

= 1/ - 1/(2) x (1 - e-2

) = , ,

for Rh = 4.6 n1 x h / VZ =

for Rb = 4.6 n1 x B / VZ =

for RL = 15.4 n1 x L / VZ =

4) Force Coefficients

- = for Section of Round, h/D = 0.91

ASCE 7-10 / Figure 29.5-1 Force Coefficient, Cf

0.8

h/D

0.9

0.53

R

0.122

20.86

6.00

10.3 5/3

1

0.47

0.01

All

0.7

1.3 1.4

10 1/6

0.038

2.0

Cross-Section

Square (Wind Normal to Face)

Round (Dqz > 5.3)

0.1220.133

6.97

7.67

25.68

24.03

40.00

Rough

Rn

R

Cf 0.70

Type of Surface257

3.64

0.0201

b 0.65 1/6

N1

0.65

24.03

a

0.038

VZ

Rh, Rb, RL

0.01

VZ

20.867.47

137.60 20.86

0.0201

0.133

0.1335

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5) Calculation of Wind Force & Moment at Equipment Base Level



kN/m

319.0155.93

87.02

Hw

Mw

Total Wind Force & Moment

319.01

55.93

9.80

8.35

58.90

74.85

10.50

6.85

-

0.85

G

8.88

0.84

0.70

0.98

6.10

4.60

Expos.C

0.85

0.90

7.60 9.10

6.10

7.60

8.23

8.96

16.50 8.60

-

qz

0.97 15.40

0.91 16.50

From To

Kz

0.88

m m

0.94

16.50

1.049.10

5.35 44.05

M

0.50 4.60 0.79 54.19

kN.mmkNm

Cf Af FArm

Length

2.5545.10 21.25

Height from

G.L., z

:::

APPENDIX-2 : WIND LOAD BY KBC 2009


1) Design Code : KBC 2009


- Exposure Category :

- Basic Wind Speed : = m/sec


- Diameter/Width : = m

- Total Height : = m ( T.O.G = m )

- Section Shape :

A2.2 CALCULATION OF WIND LOAD

1) Design Wind Force

- = Pf A (N) = (qz x Gf x Cf) x A

Note, : design wind pressure (N/m)

= qz x Gf x Cf

: projected area to wind direction(m)

2) Velocity Pressure Evaluated at height 'z'

- = x x Vz

Note, : Air density = kg/m

: Design velocity evaluated at height z from ground (m/s)

3) Design velocity evaluated at height z from ground (m/s)

- = Vo x Kzr x Kzt x Iw

Note, : basic wind speed= m/sec

: factor for height distribution ...refer to the following table

: factor for shape topography =

: Importance factor =

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Project No. 130008Rev. No. 0

1.00

WF

Pf

Pf

A

qz

0.50

D 11.00

h 10.00

1.22

Vz

Vz

Vo 40.00

Round

C

V 40.00

Kzr

Kzt

Iw 1.00

:::PageTANK



4) Gust Effect Factor

- Gf = 1 + 4 x f x Bf =

Note, :

+ x

+

=

--0.05

:

{ + x ( / ) x ( / ) k }

=

: Equipment height (m) =

: Equipment width (m) =

: (m)

= ( H B)

= ( H < B)

=

IH

f =3 3

f

0.322

x IH

0.20Zg

Bf ( )

Bf = 1 -1

1

IH = 0.1 xH

=

1/3

0.722

H 10.00

5.1 LH H x B1.3 B H

B 11.00

LH

LH = 100 xH 0.5

=

k -0.33

57.74 m30

k 0.33k = -0.33

2.08

:::PageTANK



5) Calculation of Velocity Pressure Evaluated at height 'z' (qz)

1 2 3 4 5 6 7 8 9 # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # #

6) Calculation of Wind Force & Moment at Equipment Base Level

- Equipment

- Max(H,D) / Min (H,D) = / = =



Height from ground Vo Kzr Kzt Iw Vz qz

Z (m) kg/m m/s - - - m/s kN/m

10.00 1.22 40.00 1.00 1.00 1.00 40.00 0.98

15.00 1.22 40.00 1.07 1.00 1.00 42.63 1.11

1.15 1.00 1.00 46.03 1.29

20.00 1.22 40.00 1.11 1.00 1.00 44.51 1.21

from to kN/m - - m kN m kN.m

Arms MomentRemark

Height, Z (m) qz Gf Cf A Wf

0.50 10.00 0.98 2.08 0.70 104.50 148.61 5.25 780.19

8.88 10.25 91.0710.00 10.50 1.11 2.08

Sub total value at top of foundation 157.49 871.25

Mw 871.25

Hw 157.49

0.70 5.50

11.00 10.00 1.10 Cf 0.70

25.00 1.22 40.00

:::

APPENDIX-3 : SEISMIC LOAD BY UBC 97


1) Design Code : UBC 97


- Seismic Zone : Seismic Zone Factor : =

- Soil Profile Type : (Stiff Soil Profile)

- Seismic Source Type :


- Total Height : = m

- Empty Weight : = kN

- Operating Weight : = kN

A3.2 CALCULATION OF SEISMIC LOAD

1) Design Base Shear Force

- = {(Cv x I) / (R x T)} x W

- = {(2.5 x Ca x I) / R} x W

- = (0.11 x Ca x I) x W

Note, : Seismic Coefficient

= , = (for Z = 0.15, Soil Type : SD)

: Importance Factor

= for All Structures

: Response Modification Factor

= ( Table 16-P Structure Type 1 )

: Elastic Fundamental Period of the Structure

= Ct x hn3/4 = x = sec

: Numerical Coefficient

= for Steel Moment-Resisting Frames

= for Reinforced Concrete Moment-Resisting Frames

& Eccentrically Braced Frames

= for All Other Building

: Height from Base to Highest Level

h 10.00

Ct

Ct 0.0853

Ct 0.0731

Ct 0.0488

hn

R

R 2.20

T

T 0.0488 10.00 3/4 0.274

I 1.25

Ca, Cv

Ca 0.22 Cv 0.32

I

Vmin.

V

Vmax.

DO 8134.90

DE 272.25

2A Z 0.15

SD

C


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2) Calculation of Seismic Force & Moment at Equipment Base Level

- = {(Cv x I) / (R x T)} x W

= { ( x ) / ( x ) } x W = W

- Calculated Seismic force need not exceed the following :

- = {(2.5 x Ca x I) / R} x W

= { ( x x ) / } x W = W

- Calculated Seismic force shall not be less than the following :

- = (0.11 x Ca x I) x W

= ( x x ) x W = W

Use Design Shear Force : = W

- In Empty Condition

Lateral Force : = x DE = x = kN

Moment at Top of Pedestal

= Hee x h / 2

= x x = kN

- In Operating Condition

Lateral Force : = x DO = x = kN


= Heo x h / 2

= x x = kN

2542.16

Meo

2542.16 10.00 1/2 12710.79

85.08 10.00

272.25

Mee

1/2 425.39

Heo 0.313 0.313 8134.90

0.11 0.22 1.25 0.030

0.663

Vmax.

2.50 0.22 1.25 2.20 0.313

Vmin.

85.08

0.32 1.25 2.20

Ve 0.313

Hee 0.313 0.313

0.274

V

:::

APPENDIX-4 : SEISMIC LOAD BY KBC 2009


1) Design Code : KBC 2009


- Seismic Zone : Seismic Zone Factor : =

- Soil Profile Type :


- Total Height : = m

- Empty Weight : = kN

- Operating Weight : = kN

A4.2 CALCULATION OF SEISMIC LOAD

1) Design Base Shear Force

- = Cs x W

Note, : effective weight

: Seismic response coefficient

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SD

Page


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V

W

Cs

S 0.22

h 10.00

DE 272.25

DO 8134.90

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2) Seismic response coefficient

- = (SD1 x IE) / (R x T)

- = SDS x IE / R

- =

Note, : design, 5 percent damped, spectral response acceleration

parameter at short periods

= S x 2.5 x Fa x 2/3 =

: design, 5 percent damped, spectral response acceleration

parameter at 1 second periods

= S x Fv x 2/3 =

= Zone factor = ...refer to the following table

= = ...refer to the following table= 1 = ...refer to the following table: importance factor = ...refer to the following table

: response modification coefficient = ...refer to the following table

: the fundamental period of the structure

= Ct x hn3/4 = Sec

: numerical coefficient

= ; for steel moment-resisting frames

= ; for reinforced concrete moment-resisting frames

& eccentrically braced frames

= ; for all other building

: height from base to highest level= m

T 0.276

Ct

0.085

10.00

Cs

Csmax.

Csmin. 0.01

0.287

S 0.22

SD1

hn

0.073

0.049

R

IE 1.20

0.499

SD1

SDS

SDS

Fa 1.36

Fv 1.96

3.00

T

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3) Reference Table

KBC 2009 / Table 0306.3.2

KBC 2009 / Table 0306.3.3 , Fa

Note, Ss (S) 2.5 .

Use Fa = (for Site Class : SD , Ss = 0.55)

KBC 2009 / Table 0306.3.4 1 , Fv

Note, S (S).

Use Fv = (for Site Class : SD , Ss = 0.22)

SE 3.5 3.2 2.8

1.96

SB 1.0 1.0 1.0

SC 1.7 1.6 1.5

SD 2.4 2.0 1.8

S0.1 S=0.2 S=0.3

SA 0.8 0.8 0.8

SE 2.5 1.9 1.3

1.36

SB 1.0 1.0 1.0

SC 1.2 1.2 1.1

SD 1.6 1.4 1.2

Ss 50 > 100

SD 180 ~ 360 15 ~ 50 50 ~ 100

SA 1500 > - -

SB 760 ~ 1500 - -

2

(, , , , , , , , , ), (, , , , , , , ,, , ),

0.14

30m

(m/s)

N (blow/300mm)

Su (kPa)

(S)

1 2 0.22

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KBC 2009 / Table 0306.4.1

KBC 2009 / Table 0306.6.1 , R

8

5

3

2.5

, R

( ) 8

( ) 7

6

()

- 1000m - 1000m , , , , , - ,

1.5

(1)

- 1000m - 1000m , , , , , - 5000m , , , , , , ( ) - , , , - 5 , , , -

1.2

(2), (3) - (), (1), (3) - , -

1.0

(IE)

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4) Calculation of Seismic Force & Moment at Equipment Base Level

- = (SD1 x IE) / (R x T)

= ( x ) / ( x ) = W

- = SDS x IE / R

= ( x ) / = W

- =

Use Design Shear Force : = W

- In Empty Condition

Lateral Force : = x DE = x = kN


= Hee x (h x 1/2)

= x ( x ) = kN

- In Operating Condition

Lateral Force : = x DO = x = kN


= Heo x (h x 1/2)

= x ( x ) = kN1622.64 10.00 1/2 8113.21

Heo 0.199 0.199 8134.90 1622.64

Meo

272.25 54.30

Mee

54.30 10.00

Csmin. 0.01

1/2 271.52

V 0.199

Hee 0.199 0.199

Cs

0.287 1.20 3.00 0.276 0.417

Csmax.

0.499 1.20 3.00 0.199

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