a101 Design Calculation for Foundation of New Vcm Storage Tank

SHEET NO.: 2 OF 25

DOC. NO.: FA9104D-A-11-001

DATE: 11-Jun-07 REV. NO.: 4

REVISION LIST

REV. NO. DATE DESCRIPTION

A

B

C

D

0

1

2

3

4 11-Jun-07 ALL AS-BUILT

11-Jun-07

7-Sep-06 9,10 ISSUED FOR APPROVAL

20-Jul-06 ALL ISSUED FOR APPROVAL

DESIGN CALCULATION FOR FOUNDATION OF P-FA9104D NEW VCM STORAGE TANK

(I.D. 26,800)

PAGE

ALL ISSUED FOR APPROVAL

8-Nov-06

29-Sep-06 ALL ISSUED FOR COSTRUCTION

25-Oct-06 14,15,16,17 ISSUED FOR COSTRUCTION

18,19 (Insert) ISSUED FOR COSTRUCTION

11-Jun-07 16,17 ISSUED FOR COSTRUCTION

27-Sep-06 6,7,8,9,10,11 ISSUED FOR APPROVAL

SHEET NO.: 3 OF 25

DOC. NO.: FA9104D-A-11-001

DATE: 11-Jun-07 REV. NO.: 4

A # 1 Foundation Anaysis and Design Handbook, page 686, 1 PageArticle 12-6.1, Sliding and Overturning Wall Stablity

A # 2 ASCE 7, Article 2.3, Combinding loads Using Strength Design 1 Page

A # 3 ACI-318-95 ON SHEAR CAPACITY OF PILE CAP 1 Page

A # 4 10,000 M3 VCM SPHERE TANK PILE COORDINATE 3 Page

ATTACHMENT :

DESIGN CALCULATION FOR FOUNDATION OF P-FA9104D NEW VCM STORAGE TANK

(I.D. 26,800)

Project: Project No. J-6101Subject: Date: 11-Jun-07Client: Revision: 3

Design of Sphere Tank Foundation

INPUT DATA:SOIL INVESTIGATION REPORT LOADING DATA FROM TANK DESIGNERENGINEERING SPECIFICATION FOR CIVIL DESIGN CRITERIA ( SP-C-2, SP-C-3 )

CODES & BOOKS USED:ACI - 318-95ASCE-7-02

1.1 DESIGN OF SPHERE TANK FOUNDATIONThis Design Checks for the following:1) Stability Against Sliding & Overturning2) Capacity of Pile 3) Strength of Concrete Foundation Against Punching & Beam Shear4) Steel Requirements

1.2 DESIGN CONDITIONCompressive strength of concrete f'c = 210.00 kg/cm2 20.60 N/mm2

density of Concrete = 2400.00 kg/m3

Wind gust velocity Vw = 38.00 m/sWind Pressure Pw = 155.00 kg/m2

Seismic Requirements Zone 0 =Yield strength of Reinforcement fy = 3900.00 kg/cm2 382.59 N/mm2

Unit Weight of Soil qs = 1800.00 kg/m2

Allowable soil pressure @ EL. 0+000 q(allow .) = 20000.00 kg/m2

Allowable Soil End Bearing Pressure = kg/m2

Shape Factor sphere = 0.60

1.3 DIMENSIONAL ANNOTATION1.3.1 Tank

Column Center Diameter P.C.D = 26.190 mHeight of column hc = 16.000 mNo. of Column Support Nc z 15 nos.Resisting Moment arm a = 13.327 m

TPC VINA

10000 m3 VCM STORAGE TANKDESIGN CALCULATION FOR SPHERE TANK FOUNDATION

Fw or Fe

O.D.

sphere tank elevation

W

hc

4 of 25

Project: Project No. J-6101Subject: Date: 11-Jun-07Client: Revision: 3TPC VINA

10000 m3 VCM STORAGE TANKDESIGN CALCULATION FOR SPHERE TANK FOUNDATION

1.3.2 Tank Foundation

Height of Pedestal Hp = 0.650 m

Width of pedestal Wp = 1.800 m

Length of Pedestal Lp = 1.800 m

Width of Footing Wf = 4.000 mLength of Footing Lf = 4.000 mDepth of Footing Hf = 1.000 mConcrete clear cover to reinforcement = 0.050 mConcrete clear cover to reinforcement (bottom of footing) = 0.075 mEffective Depth of Footing d (eff) = 0.925 mPile Diameter Dp = 0.500 mSpacing of Piles = 3.0 Dp = 1.500 mSpacing of pile from edge = 1* Dp = 0.500 mWidth of tie beam Wtb 0.60 mBreadth of tie beam Btb 0.80 mLength of tie Beam Ltb 1.53 m

Wf

Lf

A B C

1

2

3

z

x

3.0* Pile dia.

5 of 25



1.4 LOADINGS1.4.1 Total load (from tank strength calculation)

Weight of Tank1) Empty weight We = 925,607.00 kg2) Operating weight Wo = 8,952,967.00 kg3) Hydrotest weight Wh = 11,003,607.00 kg

1.4.2 Loading Data for each column (from tank strength calculation)1) Vertical wind load Fwv = 54,830.00 kg2) Horizontal wind load Fwh = 53,000.00 kg3) Hydrostatic load P = 733,600.00 kg4) Operating weight Wo/15 = 596,864.47 kg5) Empty weight We/15 = 61,707.13 kgConcrete Foundation1) Weight of Footing Wf = 43,454.40 kg

Tie Beam1) Weight of tie beam Wtb = 1,762.56 kg

Soil Surcharge kg1) Weight of soil surcharge Ws = 8,038.80 kg

Load Factor = 1.00Total Dead Load = 11,802,443.40 kg

1.4.3 Wind LoadLoad Factor = 1.00Wind Force Fw = 53,000.00 kgWind Moment @ bottom of Footing Mw = 919,550.00 kg-m

1.5 STABILITY CHECK1.5.1 Check against overturning = 919,550.00 kg-m

Stability against overturning due to wind moment is checked when the tank is empty.

Description Weight Distance from C.Gtons m

W1 925607.0 kg 13.327W2 (concrete footing) 43454.4 kg 0Total W 969061.4 kg

Factor of safety against overturning M R/M O= 13.41 > 2Hence, ok

1.5.2 Check against slidingSliding force due to wind F W = 53,000.00 kgResisting force µW = 484,530.70 kgwhere, co-efficient of friction µ = 0.5Factor of safety against overturning FR/F W = 9.14 > 1.5

Hence, ok

1.6 PILE BEARING FROM STRUCTURE1.6.1 Loading Check per Footing (Max Weight)

HORIZONTAL FORCE CALCULATION FROM WINDFrom Doc. FA9104D-A-31-001(page 36 of 36)Loadind data for each columnHorizontal wind load; Fwh = = 53,000.00 kg

1.6.2 VERTICAL FORCE CALCULATION FROM WINDFrom Doc. FA9104D-A-31-001(page 36 of 36)Loadind data for each column

Vertical Force from wind = 54,830.00 kg

PILE rxi r2xi

a 1,3 1.5 4.5

b 1,3 1.5 4.5

c 1,3 1.5 4.5

13.5

tons-m

0.012335564.5

Mo = Mw

M R

10000 m3 VCM STORAGE TANK

TPC VINA

DESIGN CALCULATION FOR SPHERE TANK FOUNDATION

12335564.5

∑

∑

6 of 25



TPC VINA

DESIGN CALCULATION FOR SPHERE TANK FOUNDATION

HOR. LOADSEMPTY OPERATING WIND WIND (kg)

1 61,707.13 596,864.47 54,830.00 53,000.00 2 , 15 61,707.13 596,864.47 54,830.00 53,000.00 3 , 14 61,707.13 596,864.47 54,830.00 53,000.00 4 , 13 61,707.13 596,864.47 54,830.00 53,000.00 5, 12 61,707.13 596,864.47 54,830.00 53,000.00 6 , 11 61,707.13 596,864.47 54,830.00 53,000.00 7, 10 61,707.13 596,864.47 54,830.00 53,000.00 8 , 9 61,707.13 596,864.47 54,830.00 53,000.00

1.6.3 LOADING COMBINATION1) CASE - 1 : OPERATION + WIND AT EACH PIER

= OL + WT. OF FOUNDATION + WLV = 704,950.23 kg

Mw = = 87,450.00 kg-m

Ri max= = 88,044.47 kg 88.0 ton/pile

= 68,611.14 kg

Ri min=

where n = no of piles per footing = 9.00xi = moment arm from center line of load = 1.50

2) CASE - 2 : TEST + 0.25 WIND AT EACH PIER

= TEST + WT. OF FOUNDATION + 0.25 WLV = 800,563.26 kg

Mw = = Fh x ( Hp + Hf ) x 0.25 = 21,862.50 kg-m

Ri max= = 91,380.64 kg 91.4 ton/pile

= 86,522.31 kg

Ri min=

where n = no of piles per footing = 9.00xi = moment arm from center line of load = 1.50

3) CASE - 3 : TEST LOAD = 1.0 DL

U = 1.0 x ( TEST + WEIGHT OF FOUNDATION ) = 786,855.76 kg = n = 9.00 = R

R = U 87,428.42 kg 87.4 ton/pile

n

4) CASE - 4 : TEST LOAD = 1.4 DL

U = 1.4 x ( TEST + WEIGHT OF FOUNDATION ) = 1,101,598.06 kg = n = 9.00 = Ru

Ru = U 122399.78 kg 122.4 ton/pile

nREMARKS:

1) Max Load on Pile for Case Numbers 1 to 3 only = 91,380.64 kg 91.4 ton/pile

2) -Design Safe Load on Pile ( As per Boring Log on N2,N3,N4 ) = 121,000.00 kg 121.0 ton/pile

-Static Load Test on Pile 270,000.00 kg 270.0 ton/pile

( As per Pilot pile report;Doc .no. TREL-6101-PLPR-001 )3) Governing Load for Design of Foundation shall be 1.4 TEST WEIGHT = 122,399.78 kg

Ultimate Loading for Ultimate Strength Design ( Case No. 4 )

733,600.00

Reaction/ pile

Ultimate Reaction/ pileNo. of Piles

No. of Piles

PIER NO.VERTICAL LOADS ( kg )

= Fh x ( Hp + Hf )

733,600.00

733,600.00 733,600.00

733,600.00 733,600.00

733,600.00

733,600.00

REMARKSTEST

ω∑

2^)(

xixi

n ∑Μ

±∑ ωω

2^)(

xixi

n ∑Μ

±∑ ωω

ω∑

2^)(

xixi

n ∑Μ

±∑ ωω

2^)(

xixi

n ∑Μ

±∑ ωω

ω∑

ω∑

ω∑

ω∑

7 of 25

Project: Project No.Subject: Date:Client: Revision:


1.7 FOOTING DESIGN F1

1.7.1 Moment @ Critical Section for flexural shear

a = distance a (spacing of piles) a = 1.500 mCritical section for flexural shear y = 0.600 mReaction per Pile Ru = 122,399.78 kg/pile 1,200,741.89 NFlexural shear @ critical section V =3*R Vu = 367,199.35 kg 3,602,225.67 NMoment M Mu = 220,319.61 kg - m 2,161,335,401.57 N-mm

1.7.2 Allowable Shear of Pile CapACI 318-95 Cl. 11.8.7Computation of Shear Stress for Pile CapsAllowable Shear of Pile Cap (Newton) Vu (allow ) = 463,857.95 kg 4,550,446.49 N

Vu (allow) > V (actual) safe for flexural shear

Vc =

ACI CODE :Strength Reduction factor for Shear & torsion for Ultimate Stength Design = 0.85

where:Mu = Ultimate MomentVu = Flexural Shear Load @ critical sectionbw = Length of the Shear surfaced(eff) = effective depth of the shear surfaceMu/Vud = shall be computed @ a critical section midway between support face & the center line of loadUse ρ min ACI 10.5.4 = 0.0020

11-Jun-07DESIGN CALCULATION FOR SPHERE TANK FOUNDATION

TPC VINA 4


0.85 VcVu (allow) =

J-6101

Hf/2 Wc Hf/2

a

Lf

Wf

y

Hf

xbwdMuVudcfsqrtx

VudMu

⎥⎦⎤

⎢⎣⎡ +⎥⎦

⎤⎢⎣⎡ − ρ237.17)'(158.05.25.3

8 of 25


11-Jun-07DESIGN CALCULATION FOR SPHERE TANK FOUNDATION

TPC VINA 4

10000 m3 VCM STORAGE TANK J-6101

1.7.3 Punching Shear

Note: Loadings are being distributed unto piles,neglect upward soil pressure on punching area

Strength Reduction factor σ = 0.85

Punching Shear Force Fp = 9,605,935.12 N

Punching Perimeter bo = 11200 mm

Punching Shear Stress (Mpa) Vp = 1.09084 N/mm2

Allowable Punching stress (Mpa) = 1.51294 N/mm2

Vp (allow) > Vp (actual) safe for punching shear

1.8 REBAR REQUIREMENTS

Ultimate Moment Mu Mu = 2,161,335,401.57 N-mmStrenth reduction factor φ = 0.90R = Mu / φ bd^2 R = 0.759 N/m2

ρ = 0.00203

ρ(min) = 0.00200

ρ > ρ(min) use computed steel ratio

Bottom rebar (bothways) As(req) = 8,110.52 mm2

∅ = 25 mmN = 16.52 nos. say 17 nos.

Top rebar (bothways) As(req) = 8000.00 mm2

∅ = 25 mmN = 16.30 nos. say 17 nos.

Main Reinforcement therefore use 17-DB 25 bothwaysSecondary Reinforcement Reinforcement 17 - DB 25 bothways

cfvp '31

=

⎥⎥⎦

⎤

⎢⎢⎣

⎡⎥⎦

⎤⎢⎣

⎡−−=

cfR

fycf

'85.0211'85.0

ρ

9 of 25



2 FOOTING DESIGN F2

y = 600.0 mm.y' = ( 600*2+1307*1)/3

= 836.0 mm.main bar = 25.0 mm.Hf = 1100.0 mm.Covering = 75.0 mm.d = 1012.5 mm.b = 4707 mm.

Compressive strength of concrete f'c = 210.00 kg/cm2 20.60 N/mm2

Yield strength of Reinforcement fy = 3900.00 kg/cm2 382.59 N/mm2

2.1 Moment @ Critical Section for flexural shearCritical section for flexural shear y' = 0.836 mReaction per Pile Ru = 122,399.78 kg/pile 1,200,741.89 NFlexural shear @ critical section V =3*R Vu = 367,199.35 kg 3,602,225.67 NMoment M Mu = 306,978.66 kg - m 3,011,460,659.52 N-mm

2.2 Allowable Shear of Pile CapACI 318-95 Cl. 11.8.7Computation of Shear Stress for Pile CapsAllowable Shear of Pile Cap (Newton) Vu (allow ) = 394,138.82 kg 3,866,501.85 N


Vc =



Vu (allow) = 0.85 Vc

TPC VINA 4

DESIGN CALCULATION FOR SPHERE TANK FOUNDATION 11-Jun-0710000 m3 VCM STORAGE TANK J-6101

xbwdMuVud

cfsqrtxVudMu

⎥⎦⎤

⎢⎣⎡ +⎥⎦

⎤⎢⎣⎡ − ρ237.17)'(158.05.25.3

10 of 25

Project: Project No.Subject: Date:Client: Revision:TPC VINA 4

DESIGN CALCULATION FOR SPHERE TANK FOUNDATION 11-Jun-0710000 m3 VCM STORAGE TANK J-6101

2.3 Punching Shear

Note: Loadings are being distributed unto piles,neglect upward soil pressure on punching areaStrength Reduction factor σ = 0.85Punching Shear Force Fp = 6,929,742.41 NPunching Perimeter bo = 11600 mmPunching Shear Stress (Mpa) Vp = 0.68567 N/mm2



2.4 REBAR REQUIREMENTS

Ultimate Moment Mu Mu = 3,011,460,659.52 N-mmStrenth reduction factor φ = 0.90R = Mu / φ bd^2 R = 0.693 N/mm2

ρ = 0.00185

ρ(min) = 0.00200

ρ(beam) > ρ(min) therefore use min steel ratio


∅ = 25 mmN = 19.42 nos. say 20 nos.

Top rebar (bothways) As(req) = 9,531.68 mm2

∅ = 25 mmN = 19.42 nos. say 20 nos.


cfvp '31

=

⎥⎥⎦

⎤

⎢⎢⎣

⎡⎥⎦

⎤⎢⎣

⎡−−=

cfR

fycf

'85.0211'85.0ρ

11 of 25

Proj. No.

Revision:1 Design of Tie beam1.1 Design Information

-Compressive strength of concrete f'c = 210.00 kg/cm2

-Yield strength of Reinforcement fy = 3900.00 kg/cm2

-Unit Weight of Soil qs = 1800.00 kg/m2

- Width b = 60 cm- Height h = 80 cm- Beam length l = 1.53 m.- clear cover to reinforcement = 5.0 cm- Main re bar dia = 2 cm- effective depth d = 74 cm- Moment from soil weight M1 = 184.35 kg.m- Moment from wind load M2 = 34,450.00 kg.m- Sum Moment M = 34,634.35 kg.m

1.2 DesignDesign moment at Ultimate limit state

Mu = 1.4*M = 48,488.08 kg-mm = M/bd2 = 14.758q ={f'c-√ (f'c2-4x0.59xf'cxm)} / (2x0.59xf'c) = 0.0735ρ = q*f'c/fy = 0.0040A s required = ρ*100*b = 23.7 cm2

Min. reinforcement As (10.5.1 of ACI-318) = 0.00359Ac = 17.232 cm2

provided reinforcement of 8 - T-20 = 25.12 cm2

Hence, Okay!Top bars provided reinforcement of 6 - T-20 = 18.84 cm2

Hence, Okay!1.3 Shear stress

Max.shear at support Vu = 1.73128 tonsMax. allowable shear stress (Item 11.03) Vc = 0.53 * f'c^

1/2 * b * d = 34.1 tonsVu<Vc

maximum spacing of stirrup S<d/2<60cm.use 12mm @ 350 c/c

Project: 1000 m3 VCM Storage Tank J_6101Subject:

Design Calculation for Tie BeamDate: 11 Jun 07

4

12 of 25

Proj. No.

Revision:

DESIGN OF RECTANGULAR TIE COLUMN(Axially Loaded)

1.0 LOADING DATA FOR EACH COLUMN (FROM TANK CALCULATION)Short term load (Hydrostatic load) FFW = 733,600.00 kg.Vertical wind load FFV = 4,000.00 kg.

2.0 DESIGN CHECK

Grade of concrete f cylinder = 210 kg/cm2 20.60 N/mm2

Grade of reinforcement steel SD(39) f y = 3900 kg/cm2 382.59 N/mm2

Reinforcing bar dia. dia = 25 mmno of bars n = 36 pcs.lateral ties dia dia = 10 mmdimension of column a = 1800 mmdimension of column b = 1800 mmArea of steel As = 17,671.46 mm2 176.71 cm2

Area gross of concrete = a x b Ag = 3,240,000.00 mm2 32400.00 cm2

steel ratio = As / Ag ρ = 0.00545 Vertical load for design =(FFW+FFV) PT = 737,600.00 kg

strength reduction factor (tiedcolumn) ϕ = 0.7P (allow) = ϕ∗0.80*[(.85f'c(1-ρg)+fy*ρg)]*Ag P = 3,606,984.3 kg

P(allow.) > PT, okArea of Steel bar Minimum for Pedestal (Asmin) = .005 Ag (cm2) Asmin = 16,200.00 mm2

Area of Steel bar Furnished As = 17,671.46 mm2

Spacing of lateral ties (least of the following)16* reinf. Bar dia = 400 mm48* tie dia = 480 mmleast dimension column = 1800 mm

Spacing of lateral ties = 400 mm

* for lateral ties use spacing of 320 mm

therefore use1800x1800,36DB25Reinforcing Bars,lateral ties dia10mm spaced at400c/c

therefore use1800x1800,36DB25Reinforcing Bars,lateral ties dia10mm spaced at400c/c

Project: 1000 m3 VCM Storage Tank J_6101Subject:

Design Calculation for Sphere Tank FoundationDate: 11 Jun 07

4

13 of 25



FOOTING DESIGN F3

y = 600.0 mm.

y' = 722.0 mm.main bar = 25.0 mm.Hf = 1000.0 mm.Covering = 75.0 mm.d = 912.5 mm.b = 4000 mm.



Moment @ Critical Section for flexural shearCritical section for flexural shear y' = 0.722 mReaction per Pile Ru = 122,399.78 kg/pile 1,200,741.89 NFlexural shear @ critical section V =3*R Vu = 367,199.35 kg 3,602,225.67 NMoment M Mu = 265,117.93 kg - m 2,600,806,933.22 N-mm

Allowable Shear of Pile CapACI 318-95 Cl. 11.8.7Computation of Shear Stress for Pile CapsAllowable Shear of Pile Cap (Newton) Vu (allow ) = 377,973.81 kg 3,707,923.12 N


Vc =


10000 m3 VCM STORAGE TANK J-6101DESIGN CALCULATION FOR SPHERE TANK FOUNDATION 11-Jun-07

TPC VINA 4

Vu (allow) = 0.85 Vc

xbwdMuVudcfsqrtx

VudMu

⎥⎦⎤

⎢⎣⎡ +⎥⎦

⎤⎢⎣⎡ − ρ237.17)'(158.05.25.3

x y x y45 35922 98184 35873 98164 49 2057 34430 98027 34445 97966 -15 6169 32938 97870 32956 97882 -18 -1241 35765 99676 35749 99719 16 -4353 34273 99519 34322 99540 -49 -2165 32781 99362 32806 99361 -25 137 35608 101167 35625 101175 -17 -849 34116 101011 34147 100988 -31 2361 32625 100854 32649 100832 -24 22

SUM -114 43Max. Deviation =(x^2+y^2)^0.5 = 121.84 mm.

∆ y(mm.)Design ActualPile No. ∆ x(mm.)

y=600

y'=722

REMARKS:1) Max Load on Pile for Case Numbers 1 to 3 only = 91,380.64 kg 91.4 ton/pile





From F1 LOADING COMBINATION

14 of 25



TPC VINA 4where:Mu = Ultimate MomentVu = Flexural Shear Load @ critical sectionbw = Length of the Shear surfaced(eff) = effective depth of the shear surfaceMu/Vud = shall be computed @ a critical section midway between support face & the center line of loadUse ρ min ACI 10.5.4 = 0.0020

Punching Shear




REBAR REQUIREMENTS


ρ = 0.00233

ρ(min) = 0.00200

ρ(beam) > ρ(min) use computed steel ratio


∅ = 25 mmN = 17.30 nos. say 18 nos.

Top rebar (bothways) As(req) = 8,000.00 mm2

∅ = 25 mmN = 16.30 nos. say 17 nos.


cfvp '31

=

⎥⎥⎦

⎤

⎢⎢⎣

⎡⎥⎦

⎤⎢⎣

⎡−−=

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fycf

'85.0211'85.0ρ

15 of 25



FOOTING DESIGN F4

y' < y Use y criticaly = (2500-1800/2)

= 1600.0 mm.main bar = 25.0 mm.Hf = 1600.0 mm.Covering = 75.0 mm.d = 1512.5 mm.b1 = 4707 mm.b2 = 5707 mm.






Vc =




TPC VINA 4

0.85 VcVu (allow) =

xbwdMuVudcfsqrtx

VudMu

⎥⎦⎤

⎢⎣⎡ +⎥⎦

⎤⎢⎣⎡ − ρ237.17)'(158.05.25.3

<< L >>

<< W

>>







16 of 25



TPC VINA 4Punching Shear




REBAR REQUIREMENTS


ρ = 0.00163

ρ(min) = 0.00200


Bottom rebar ( parallel L) As(req) = 14,238.68 mm2

∅ = 25 mmN = 29.01 nos. say 30 nos.

Top rebar ( parallel L) As(req) = 14,238.68 mm2

∅ = 25 mmN = 29.01 nos. say 30 nos.

Bottom rebar ( parallel W) As(req) = 17,263.68 mm2

∅ = 25 mmN = 35.17 nos. say 36 nos.

Top rebar ( parallel W) As(req) = 17,263.68 mm2

∅ = 25 mmN = 35.17 nos. say 36 nos.

Main Reinforcement therefore use 30-DB 25 ( at top, parallel L)Secondary Reinforcement Reinforcement therefore use 30-DB 25 ( at bottom, parallel L)

therefore use 36-DB 25 ( at top, parallel W)therefore use 36-DB 25 ( at bottom, parallel W)

cfvp '31

=

⎥⎥⎦

⎤

⎢⎢⎣

⎡⎥⎦

⎤⎢⎣

⎡−−=

cfR

fycf

'85.0211'85.0ρ

17 of 25



FOOTING DESIGN F7

y = 600.0 mm.y' = (600*2+1600*1)/3

= 933.3 mm.main bar = 25.0 mm.Hf = 1200.0 mm.Covering = 75.0 mm.d = 1112.5 mm.b1 = 4275 mm.b2 = 5707 mm.






Vc =


where:Mu = Ultimate MomentVu = Flexural Shear Load @ critical section


TPC VINA 4

0.85 VcVu (allow) =

xbwdMuVudcfsqrtx

VudMu

⎥⎦⎤

⎢⎣⎡ +⎥⎦

⎤⎢⎣⎡ − ρ237.17)'(158.05.25.3

<< L

>>

<< W >>







18 of 25



TPC VINA 4bw = Length of the Shear surfaced(eff) = effective depth of the shear surfaceMu/Vud = shall be computed @ a critical section midway between support face & the center line of loadUse ρ min ACI 10.5.4 = 0.0020

Punching Shear




REBAR REQUIREMENTS


ρ = 0.00194

ρ(min) = 0.00200


Bottom rebar ( parallel L) As(req) = 9,511.88 mm2

∅ = 25 mmN = 19.38 nos. say 20 nos.

Top rebar ( parallel L) As(req) = 9,511.88 mm2

∅ = 25 mmN = 19.38 nos. say 20 nos.

Bottom rebar ( parallel W) As(req) = 12,698.08 mm2

∅ = 25 mmN = 25.87 nos. say 26 nos.

Top rebar ( parallel W) As(req) = 12,698.08 mm2

∅ = 25 mmN = 25.87 nos. say 26 nos.

Main Reinforcement therefore use 20-DB 25 ( at top, parallel L)Secondary Reinforcement Reinforcement therefore use 20-DB 25 ( at bottom, parallel L)

therefore use 26-DB 25 ( at top, parallel W)therefore use 26-DB 25 ( at bottom, parallel W)

cfvp '31

=

⎥⎥⎦

⎤

⎢⎢⎣

⎡⎥⎦

⎤⎢⎣

⎡−−=

cfR

fycf

'85.0211'85.0ρ

19 of 25

20 of 25

21 of 25

A#3

22 of 25

E N E N E N1 16748 112114 0 05 18216 112426 18190 112439 -26 139 19683 112738 19638 112786 -45 48

13 17060 110647 17077 110668 17 2117 18533 110997 18533 110997 0 021 19995 111271 19998 111274 3 325 17372 109180 17404 109206 32 2629 18839 109492 18820 109522 -19 3033 20306 109803 20348 109824 42 21

sum/9 0 18Group max. deviation(X^2+Y^2)^0.5 18 mm.< 50

2 22817 112738 22846 112689 29 -496 24284 112426 24268 112413 -16 -13

10 25752 112114 25785 112109 33 -514 22505 111271 22478 111268 -27 -318 23973 110959 23962 111005 -11 4622 25440 110647 25457 110668 17 2126 22194 109803 22188 109787 -6 -1630 23661 109492 23642 109503 -19 1134 25128 109180 25109 109220 -19 40

sum/9 -2 4Group max. deviation(X^2+Y^2)^0.5 4.47 mm.< 50

136 28459 111827 28456 111842 -3 157 29829 109958 29799 109975 -30 17

11 31042 109076 31063 109073 21 -315 27734 109626 27752 109634 18 819 28947 108744 28962 108746 15 223 30161 107862 30211 107851 50 -1127 26852 108412 26846 108417 -6 5

31 28065 107531 28101 107587 36 5635 29279 106649 29284 106621 5 -28

sum/9 12 7Group max. deviation(X^2+Y^2)^0.5 13.89 mm.< 50

4 33140 106747 33159 106755 19 88 33890 105448 33885 105486 -5 38

12 34640 104148 34642 104157 2 916 31841 105997 31865 105967 24 -3020 32591 104698 32633 104694 42 -424 33341 103398 33384 103395 43 -328 30542 105247 30542 105268 0 21

32 31292 103948 31256 104016 -36 6836 32042 102648 32056 102609 14 -39


37 35608 101167 35625 101175 17 841 35765 99676 35749 99719 -16 4345 35922 98184 35873 98164 -49 -2049 34116 101011 34147 100988 31 -2353 34273 99519 34312 99540 39 21

57 34430 98027 34445 97966 15 -6161 32625 100854 32649 100832 24 -2265 32781 99362 32806 99361 25 -169 32938 97870 32956 97882 18 12

sum/9 12 -5Group max. deviation(X^2+Y^2)^0.5 13 mm.< 122

38 35594 95066 35592 95062 -2 -442 35131 93640 35101 93644 -30 446 34667 92213 34638 92240 -29 2750 34168 95530 34203 95512 35 -1854 33704 94103 33733 94117 29 1458 33241 92677 33251 92670 10 -762 32741 95994 32720 96004 -21 1066 32278 94567 32297 94563 19 -470 31814 93140 31841 93133 27 -7


10,000 M3 VCM SPHERE TANK PILE COORDINATE

Foundation Pile NoLocation design location actual Diffirence

TPC VINA Fdn.type

1 F-1

2 F-1

3 F-2

4 F-3

5 F-3

6 F-1

10,000 M3 VCM Thai Rotary Engineering and Lilama 18

23 of 25

E N E N E N



TPC VINA Fdn.type


39 33100 89499 33104 89460 4 -3943 32096 88384 32088 88345 -8 -3947 31093 87269 31125 87285 32 1651 31985 90502 32004 90513 19 1155 30981 89388 30971 89402 -10 1459 29978 88273 29981 88249 3 -2463 30870 91506 30868 91494 -2 -1267 29867 90391 29883 90380 16 -1171 28863 89277 28837 89268 -26 -9

sum/9 3 -10Group max. deviation(X^2+Y^2)^0.5 10.44 mm.< 50

40 28557 85427 28582 85383 25 -4444 27186 84817 27193 84816 7 -148 25816 84207 25851 84251 35 4452 27947 86797 27928 86795 -19 -2

56 26576 86187 26513 86119 -63 -6860 25206 85577 25226 85537 20 -4064 27336 88168 27350 88168 14 068 25966 87557 25984 87546 18 -1172 24596 86947 24613 86976 17 29


112 21250 86555 21214 86516 -36 -39114 22750 86555 22779 86591 29 36

116 19750 85055 19766 84980 16 -75118 21250 85055 21268 85050 18 -5

120 22750 85055 22779 84950 29 -105122' 19043 82848 19115 82838 72 -10

124 21250 83555 21278 83520 28 -35126 22750 83555 22775 83525 25 -30


127 15164 88168 15174 88193 10 25128 16534 87557 16542 87528 8 -29129 17904 86947 17937 86960 33 13130 14553 86797 14589 86830 36 33131 15924 86187 15938 86177 14 -10

132 17294 85577 17345 85539 51 -38133 13943 85427 13979 85392 36 -35

134 15314 84817 15250 84741 -64 -76135 16684 84207 16684 84188 0 -19


109 11630 91506 11585 91521 -45 15111 12633 90391 12636 90442 3 51

113 13637 89277 13698 89311 61 34115 10515 90502 10497 90611 -18 109

117 11519 89388 11563 89421 44 33119 12522 88273 12554 88296 32 23121 9400 89499 9399 89522 -1 23123 10404 88384 10424 88427 20 43

125 11407 87269 11442 87347 35 78sum/9 15 45

Group max. deviation(X^2+Y^2)^0.5 47.43 mm.< 12276' 6014 95520 6086 95585 72 65

80 7369 93640 7246 93731 -123 9184 7833 92213 7840 92226 7 1388 8332 95530 8329 95495 -3 -35

92 8796 94103 8741 94130 -55 2796 9259 92677 9219 92672 -40 -5

100 9759 95994 9808 95966 49 -28104 10222 94567 10254 94547 32 -20108 10686 93140 10712 93170 26 30


7 F-1

8 F-3

9 F-7

10 F-3

11 F-3

12 F-3

24 of 25

E N E N E N



TPC VINA Fdn.type


75' 6364 101921 6313 101933 -51 1279 6735 99676 6732 99688 -3 1283 6578 98184 6571 98206 -7 2287 8384 101011 8375 101031 -9 20

91 8227 99519 8172 99503 -55 -1695 8070 98027 8020 97990 -50 -37

99' 10870 100749 10749 100758 -121 9103' 10713 99257 10614 99280 -99 23

107' 10556 97766 10520 97723 -36 -43sum/9 -48 0

Group max. deviation(X^2+Y^2)^0.5 48 mm.< 5074 9360 106747 9349 106782 -11 3578 8610 105448 8610 105440 0 -882 7860 104148 7873 104185 13 3786 10659 105997 10647 105976 -12 -2190 9909 104698 9916 104736 7 3894 9159 103398 9115 103425 -44 27

98 11958 105247 11925 105305 -33 58102 11208 103948 11199 103968 -9 20106 10458 102648 10440 102710 -18 62


73 13885 110839 13913 110890 28 5177 12671 109958 12715 109960 44 281 11458 109076 11433 109102 -25 2685 14766 109626 14745 109623 -21 -389 13553 108744 13578 108789 25 4593 12339 107862 12289 107890 -50 2897 15648 108412 15698 108455 50 43

101 14435 107531 14454 107547 19 16105 13221 106649 13270 106724 49 75


15 F-3

13 F-4

14 F-3

25 of 25

Documents

a101 Design Calculation for Foundation of New Vcm Storage Tank