*** Add any change made in the sheet with new revision No.

Rev. #AB

*** Add any change made in the sheet with new revision No.

Description / ChangeLoad Combinations updated.Overturning & Sliding Checks updated.

Done ByARZARZ

Disclaimer :

1.comply with International Industry practices.

2. This Tool is being provided for the general guidance and benefit of the Engineer.3.

responsibility to verify the accuracy of any information presented or from his contractual liability to provide safe and sound designs that conform to Mandatory Engineering Requirements.

4. Use of this design Tool has no guarantee that the resulting product will satisfy the applicable requirements of any project.5.

General Notes :

1.Wall Foundation Only.

2. Load cases and load combinations should be updated as per project requirements.3. Do not delete or add any row or column in "CALCULATION" sheet.4. Design of foundation is made using ACI 318-05.5. All cells with Input Values are 6. Units of each input are described with each input cell.

Gudielines :

1. Loading Data :

Prerequisites for Design of Ring wall foundation are:- Mechanical General Arrangement Drawing.- Geotechnical Report

In mechanical general arrangement drawing foundation loading for storage tank is provided.

In some case we do not have foundation loading, only weight summary i.e. Empty, Operation and Test Loads are provided. For both cases i.e. with Foundation Loading and with weight summary , this tool have the option .

This Tool is based upon most correct and accurate design guidelines available to JGC-DESCON which

Use of this tool in designing projects for JGC-DESCON, however, does not relieve the Engineer from his

Use of this Design Tool is intended solely for, and shall be strictly limited to, JGC-DESCON projects.

This Calculation program is made for the stability analysis and reinforcement design of Concrete Rectangular Ring

GAD

Select any one option and Input the loading data.

2. Loading at Bottom of Foundation :

Following Loads are computed at bottom of foundation using the loading data :- Concrete ring self weight- Content Load- Test Load- Wind Load - Seismic Load

Please note that you can add values for other load case in the above table.

A breif word on content load, Percentage areas of tank area for soil and ring wall are computed. With respect to these percentages content load is distributed on soil and ring wall.

% Contant Load transferred to Ring ( P1 )

% Contant Load transferred to Soil ( P2 )

DO

Di

D

3. Check Soil Pressure :

Three things should be checked regarding soil pressure.:i. Max soil pressure should not increase Allowable Soil Pressureii. Pressure beneth Ring wall and Soil should be same to avoid diffrential settlements.iii.

Please note that (ii) condition should be only checked for loading combinations with out wind and earthquake.Ringwall Outine :

- In no case the foundation dimensions should violate contion (i)- Adjust thickness of ringwall (b), such that contion (ii) is satisifed.- Adjust depth of foundation (df) to meet condition (iii), rather than changing (b).

If condition is not meet, try to use other foundation type.

There should be no -ve soil pressure under the ring wall.

No. Mark Short Name Long Name1 DSW Self Wt Ringwall Selfweight2 DSA Str. Wt Structure Weight excluding Selfweight3 LL Live Load Live Load 4 EQE EQ Erection Tank Load for Erection5 EQO EQ Operation Tank Contant Load6 EQT EQ Test Tand Hydrotest Load7 W Wind Wind Load 8 EQ Seismic Seismic Load 9 IPO Internal-Op Internal Pressure - Operating

10 IPT Internal-Test Internal Pressure - Test11 FSL Surge Load Fluid Surge Load

Unfactored Load ItemIncrease in Soil

Bearing Capacity1 701 A1-1 1.33 1.50 1.502 702 A1-2 1.33 1.50 1.503 703 A2-1 1.33 1.50 1.504 704 A2-2 1.33 1.50 1.505 705 B1-1 1.00 1.50 1.506 706 B1-2 1.00 1.50 1.507 707 B2-1 1.33 1.50 1.508 708 B2-2 1.33 1.50 1.509 709 B2-3 1.33 1.50 1.50

10 710 B2-4 1.33 1.50 1.5011 711 B3-1 1.33 1.50 1.5012 712 B3-2 1.33 1.50 1.5013 713 B3-3 1.33 1.50 1.5014 714 B3-4 1.33 1.50 1.5015 715 C1-1 1.33 1.50 1.5016 716 C1-2 1.33 1.50 1.5017 717 C2-1 1.33 1.50 1.5018 718 C2-2 1.33 1.50 1.5019 719 C2-3 1.33 1.50 1.5020 720 C2-4 1.33 1.50 1.50

Combination Load for Unfactored Load701 702 703 704

1 2 3 4A1-1 A1-2 A2-1 A2-2

1 DSW Self Wt 1 1 0.9 0.92 DSA Str. Wt 1 1 0.9 0.93 LL Live Load 0 0 0 04 EQE EQ Erection 1 1 0.9 0.95 EQO EQ Operation 0.000 0.000 0.000 0.0006 EQT EQ Test 0 0 0 07 W Wind 1 -1 0 08 EQ Seismic 0 0 0.714 -0.714

Factor of Safety (Overturning)

Factor of Safety (Sliding)

9 IPO Internal-Op 0 0 0 010 IPT Internal-Test 0 0 0 011 FSL Surge Load 0 0 0 0

Combination Load for Factored Load101 102 103 104

1 2 3 4A1-1 A1-2 A2-1 A2-2

a 1 DSW Self Wt 0.9 0.9 0.99 0.99a 2 DSA Str. Wt 0.9 0.9 0.99 0.99b 3 LL Live Load 0 0 0 0a 4 EQE EQ Erection 0.9 0.9 0.99 0.99c 5 EQO EQ Operation 0 0 0 0d 6 EQT EQ Test 0 0 0 0f 7 W Wind 1.6 -1.6 0 0g 8 EQ Seismic 0 0 1.1 -1.1n 9 IPO Internal-Op 0 0 0 0n 10 IPT Internal-Test 0 0 0 0o 11 FSL Surge Load 0 0 0 0

Long NameRingwall SelfweightStructure Weight excluding Selfweight

Tank Load for Erection

Tand Hydrotest Load

Internal Pressure - OperatingInternal Pressure - Test

Factored Load Item1.50 Erection + Wind 101 A1-1 Erection + Wind1.50 102 A1-21.50 Erection + Earthquake 103 A2-1 Erection + Earthquake1.50 104 A2-21.50 Operating w/o Wind 105 B1-1 Operating w/o Wind1.50 106 B1-21.50 Operating + Wind 107 B2-1 Operating + Wind1.50 108 B2-21.50 109 B2-31.50 110 B2-41.50 Operating + Earthquake 111 B3-1 Operating + Earthquake1.50 112 B3-21.50 113 B3-31.50 114 B3-41.50 Test w/o Wind 115 C1-1 Test w/o Wind1.50 116 C1-21.50 Test + Wind 117 C2-1 Test + Wind1.50 118 C2-21.50 119 C2-31.50 120 C2-4

705 706 707 708 709 710 711 712 713 7145 6 7 8 9 10 11 12 13 14

B1-1 B1-2 B2-1 B2-2 B2-3 B2-4 B3-1 B3-2 B3-3 B3-41 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1

1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.0000 0 0 0 0 0 0 0 0 00 0 1 -1 1 -1 0 0 0 00 0 0 0 0 0 0.714 -0.714 0.714 -0.714

Factor of Safety (Sliding)

1 0 1 1 0 0 1 1 0 00 1 0 0 1 1 0 0 1 10 0 1 1 1 1 0 0 0 0

105 106 107 108 109 110 111 112 113 1145 6 7 8 9 10 11 12 13 14

B1-1 B1-2 B2-1 B2-2 B2-3 B2-4 B3-1 B3-2 B3-3 B3-41.4 1.4 1.2 1.2 1.2 1.2 1.32 1.32 1.32 1.321.4 1.4 1.2 1.2 1.2 1.2 1.32 1.32 1.32 1.321.4 1.4 1 1 1 1 1.1 1.1 1.1 1.11.4 1.4 1.2 1.2 1.2 1.2 1.32 1.32 1.32 1.321.4 1.4 1 1 1 1 1.1 1.1 1.1 1.10 0 0 0 0 0 0 0 0 00 0 1.6 -1.6 1.6 -1.6 0 0 0 00 0 0 0 0 0 1.1 -1.1 1.1 -1.1

1.4 0 1 1 0 0 1.1 1.1 0 00 1.4 0 0 1 1 0 0 1.1 1.10 0 0 0 0 0 0 0 0 0

715 716 717 718 719 72015 16 17 18 19 20

C1-1 C1-2 C2-1 C2-2 C2-3 C2-41 1 1 1 1 11 1 1 1 1 1

0.5 0.5 0.5 0.5 0.5 0.51 1 1 1 1 1

0.000 0.000 0.000 0.000 0.000 0.0001 1 1 1 1 10 0 0.6 -0.6 0.6 -0.60 0 0 0 0 0

1 0 1 1 0 00 1 0 0 1 10 0 0 0 0 0

115 116 117 118 119 12015 16 17 18 19 20

C1-1 C1-2 C2-1 C2-2 C2-3 C2-41.4 1.4 1.2 1.2 1.2 1.21.4 1.4 1.2 1.2 1.2 1.20.7 0.7 0.5 0.5 0.5 0.51.4 1.4 1.2 1.2 1.2 1.20 0 0 0 0 0

1.4 1.4 1 1 1 10 0 0.96 -0.96 0.96 -0.960 0 0 0 0 0

1.4 0 1 1 0 00 1.4 0 0 1 10 0 0 0 0 0

CALCULATION

Page 13

4- CALCULATION FOR TANK FOUNDATION

- Item No. TK-1601- Service Oily Water Retention Tanks- Type Concrete Ring Wall Foundation

Document- Refer to Dwg.No. 8474L-015-DW-1743-626- Refer to G.A Dwg No. RGX-D-87-1354-001

4.1- LOADING DATA

- Dead Load, Shell, Roof, & Ext.Structure Loads 14.37 kN/m

- Live Load 2.89 kN/m

- Uniform Load, Operating Condition 112.89

- Uniform Load, Hydrotest Load 123.93

- Base Shear due to Wind 80.71 kN

- Reaction due to Wind 2.09 kN/m

- Moment Due to Wind 533.15 kN-m

- Base Shear due to Seismic Load 807.26 kN

- Reaction due to Seismic Load 17.16 kN/m

- Moment Due to Seismic Load 4492.39 kN-m

4.2- TANK DATA

- Diameter of Tank = D = 9.000 m

- Bolt Center Dia = BCD = 9.174 m

- 12.000 m

4.3- MATERIAL SPECIFICATIONS

fy 420 MPa

fc' 28 MPa

24.00

78.40

18.00

10.00

4.4- SOIL CONDITION

Net Soil Bearing Capacity of AreaIn normal operations 250 kPa

Coefficient of Lateral Soil PressureAngle of Internal Friction 30Active soil pressure coefficient 0.33At rest soil pressure coefficient 0.50Passive soil pressure coefficient 3.00Coefficient of friction 0.50

4.5- FOUNDATION OUTLINE

- Top of Ringwall EL + 100.300 m- Bottom of Ringwall EL + 97.000 m- Unit Elevation EL + 100.000 m

EL+ 100.300 m

EL+ 97.000 m

- Width of Ring wall b = 1.00 m- Height of Ringwall df = 3.30 m- Soil Cover h2 = 3.00 m- Projection h1 = 0.30 m

- Footing Outer Dia Do = BCD + b 10.17 m- Footing Inner Dia Di = BCD - b 8.17 m

: DL

: LL

: WO kN/m2

: Wh kN/m2

: FW

: RW

: MW

: FS

: RS

: MS

Height of Tank = HT =

g Concrete kN/m3

g Steel kN/m3

g Soil kN/m3

g Water kN/m3

f = Ka = tan² (45 - f/2)Ko = 1 - sinfKp = tan² (45 + f/2) m =

FOUNDATION LOADING WEIGHT SUMMARY

h2

h1

df

b DO

Di

D

CALCULATION

Page 14

Areas & Moment of Inertia

- Area of Ring Foundation 28.821

- Area of Soil 52.5

- Area enclosed by Tank 63.6

- Moment of Inertia of Ring 49.8

4.6- LOADING AT BOTTOM OF FOUNDATION

Weight of Ring Footing 2282.62 KN

17.51 %82.49 %

Vertical Horizontal MomentBelow Ring Below Soil

H M

kN kN kN kN-m- Ringwall Selfweight : DSW 2282.62 0.00 0.00 0.00- Structure Weight excluding Selfweight : DSA 0.00 0.00 0.00 0.00- Live Load : LL 83.29 0.00 0.00 0.00- Tank Load for Erection : EQE 414.16 0.00 0.00 0.00- Tank Contant Load : EQO 1257.76 5923.99 0.00 0.00- Tand Hydrotest Load : EQT 1380.76 6503.33 0.00 0.00- Wind Load : W 60.24 0.00 80.71 799.49- Seismic Load : E 494.57 0.00 807.26 7156.35- Internal Pressure - Operating : IPO 0.00 0.00 0.00 0.00- Internal Pressure - Test : IPT 0.00 0.00 0.00 0.00- Fluid Surge Load : FSL 0.00 0.00 0.00 0.00

Notes:Vertical Loading (N) Horizontal Loading (H) Moment (M)

W =Fw W = Mw + H * df

Below Ring

Below Soil

Below Ring

Below Soil

4.6- STABILITY CHECKS

Unfactored Loading Combination (L/C)

L/C Nos Load CombinationsH M

Below Ring Below Soil(kN) (kN) (kN) (kN-m)

701 Erection + Wind 2757.01 0 80.71 799.49702 2636.54 0 -80.71 -799.49703 Erection + Earthquake 2780.22 0 576.38 5109.63704 2073.98 0 -576.38 -5109.63705 Operating w/o Wind 4037.83 5923.99 0.00 0.00706 4037.83 5923.99 0.00 0.00707 Operating + Wind 4098.06 5923.99 80.71 799.49708 3977.59 5923.99 -80.71 -799.49709 4098.06 5923.99 80.71 799.49710 3977.59 5923.99 -80.71 -799.49711 Operating + Earthquake 4390.95 5923.99 576.38 5109.63712 3684.71 5923.99 -576.38 -5109.63713 4390.95 5923.99 576.38 5109.63714 3684.71 5923.99 -576.38 -5109.63715 Test w/o Wind 4119.18 6503.33 0.00 0.00716 4119.18 6503.33 0.00 0.00717 Test + Wind 4155.32 6503.33 48.43 479.70718 4083.04 6503.33 -48.43 -479.70719 4155.32 6503.33 48.43 479.70720 4083.04 6503.33 -48.43 -479.70

AF = p ( D02-Di

2 ) / 4 m2

AS = p Di2 / 4 m2

AT = p D2 / 4 m2

S = p ( Do3-Di

3 ) / 32 m3

WF = AF * df * gConcrete

% Contant Load transferred to Ring ( P1 )% Contant Load transferred to Soil ( P2 )P1 = (AT - AS) / AT * 100P2 = 100 - P1

NR NS

LL = LL * p * BCD

EQE = DL * p * BCD E =FS E = MS + H * df

EQO = ( WO * AT ) * P1

EQO = ( WO * AT ) * P2

EQT = ( Wh * AT ) * P1

EQT = ( Wh * AT ) * P2

W = RW * p * BCD

E = RS * p * BCD

NR NS

CALCULATION

Page 15

4.6.1- Check Soil Pressure

Area of Ring Foundation 28.821

Area of Soil 52.5

Max soil pressure Below Ring < Pallow : Allowable Soil Pressure

Max soil pressure Below Soil < Pallow : Allowable Soil Pressure

L/C Nos Load CombinationsM/S Pallow

Status(KN/m²) (KN/m²) (KN/m²) (KN/m²) (KN/m²)

701 Erection + Wind 95.66 16.063 111.72 0.00 333.33 PASS702 91.48 -16.063 75.42 0.00 333.33 PASS703 Erection + Earthquake 96.47 102.661 199.13 0.00 333.33 PASS704 71.96 -102.661 -30.70 0.00 333.33 PASS705 Operating w/o Wind 140.10 0.000 140.10 112.89 250.00 PASS706 140.10 0.000 140.10 112.89 250.00 PASS707 Operating + Wind 142.19 16.063 158.25 112.89 332.50 PASS708 138.01 -16.063 121.95 112.89 332.50 PASS709 142.19 16.063 158.25 112.89 332.50 PASS710 138.01 -16.063 121.95 112.89 332.50 PASS711 Operating + Earthquake 152.35 102.661 255.01 112.89 333.33 PASS712 127.85 -102.661 25.19 112.89 333.33 PASS713 152.35 102.661 255.01 112.89 333.33 PASS714 127.85 -102.661 25.19 112.89 333.33 PASS715 Test w/o Wind 142.92 0.000 142.92 123.93 333.33 PASS716 142.92 0.000 142.92 123.93 333.33 PASS717 Test + Wind 144.18 9.638 153.81 123.93 333.33 PASS718 141.67 -9.638 132.03 123.93 333.33 PASS719 144.18 9.638 153.81 123.93 333.33 PASS720 141.67 -9.638 132.03 123.93 333.33 PASS

4.6.2- Check Overturning

Resistant moment : Mr = N.Do / 2 (kN-m)Safety Factor : Fo = Mr/Mo > Foallow : Minimum Safety Factor for Overturning

L/C Nos Load CombinationsMr Mo

Fo Foallow Status (kNm) (kNm)

701 Erection + Wind 14024.9 799.5 17.54 1.50 PASS702 13412.1 -799.5 16.78 1.50 PASS703 Erection + Earthquake 14143.0 5109.6 2.77 1.50 PASS704 10550.3 -5109.6 2.06 1.50 PASS705 Operating w/o Wind 20540.4 0.0 999.00 1.50 PASS706 20540.4 0.0 999.00 1.50 PASS707 Operating + Wind 20846.9 799.5 26.08 1.50 PASS708 20234.0 -799.5 25.31 1.50 PASS709 20846.9 799.5 26.08 1.50 PASS710 20234.0 -799.5 25.31 1.50 PASS711 Operating + Earthquake 22336.8 5109.6 4.37 1.50 PASS712 18744.1 -5109.6 3.67 1.50 PASS713 22336.8 5109.6 4.37 1.50 PASS714 18744.1 -5109.6 3.67 1.50 PASS715 Test w/o Wind 20954.3 0.0 999.00 1.50 PASS716 20954.3 0.0 999.00 1.50 PASS717 Test + Wind 21138.1 479.7 44.07 1.50 PASS718 20770.4 -479.7 43.30 1.50 PASS719 21138.1 479.7 44.07 1.50 PASS720 20770.4 -479.7 43.30 1.50 PASS

4.6.3- Check Sliding

Resistant force : Hr = 0.5 N (kN)Safety Factor : Fs = Hr / H > Fsallow : Minimum Safety Factor for Sliding

L/C Nos. Load CombinationsHr H

Fs Fsallow Status(kN) (kN)

701 Erection + Wind 1378.51 80.71 17.08 1.50 PASS702 1318.27 80.71 16.33 1.50 PASS703 Erection + Earthquake 1390.11 576.38 2.41 1.50 PASS704 1036.99 576.38 1.80 1.50 PASS705 Operating w/o Wind 2018.91 0.00 999.00 1.50 PASS706 2018.91 0.00 999.00 1.50 PASS707 Operating + Wind 2049.03 80.71 25.39 1.50 PASS708 1988.80 80.71 24.64 1.50 PASS709 2049.03 80.71 25.39 1.50 PASS710 1988.80 80.71 24.64 1.50 PASS711 Operating + Earthquake 2195.47 576.38 3.81 1.50 PASS712 1842.35 576.38 3.20 1.50 PASS713 2195.47 576.38 3.81 1.50 PASS714 1842.35 576.38 3.20 1.50 PASS715 Test w/o Wind 2059.59 0.00 999.00 1.50 PASS716 2059.59 0.00 999.00 1.50 PASS717 Test + Wind 2077.66 48.43 42.90 1.50 PASS718 2041.52 48.43 42.16 1.50 PASS719 2077.66 48.43 42.90 1.50 PASS720 2041.52 48.43 42.16 1.50 PASS

AF = p ( D02-Di

2 ) / 4 m2

AS = p Di2 / 4 m2

: PR = NR / AF + M/S

: PS = NS / AS

NR / A PR PS

CALCULATION

Page 16

4.7- DESIGN OF REINFORCEMENT

T = Hoop Tension =

4.7.1- Factored Loading

Area of Soil 52.5Max soil pressure Below SoilHoop Stress F =F1 + F2

32.7 kN / mHoop Tension T = 1/2 F Di

L/C Nos Load CombinationsF1 F T

Below Soil Below Soil(kN) (kN) (kN / m) (kN) (kN)

101 Erection + Wind 0.00 0 0.00 32.67 133.52102 0 0.00 0 0.00 32.67 133.52103 Erection + Earthquake 0.00 0 0.00 32.67 133.52104 0 0.00 0 0.00 32.67 133.52105 Operating w/o Wind 8293.59 158.046 173.85 206.52 844.05106 0 8293.59 158.046 173.85 206.52 844.05107 Operating + Wind 5923.99 112.89 124.18 156.85 641.04108 0 5923.99 112.89 124.18 156.85 641.04109 0 5923.99 112.89 124.18 156.85 641.04110 0 5923.99 112.89 124.18 156.85 641.04111 Operating + Earthquake 6516.39 124.179 136.60 169.27 691.79112 0 6516.39 124.179 136.60 169.27 691.79113 0 6516.39 124.179 136.60 169.27 691.79114 0 6516.39 124.179 136.60 169.27 691.79115 Test w/o Wind 9104.66 173.502 190.85 223.52 913.54116 0 9104.66 173.502 190.85 223.52 913.54117 Test + Wind 6503.33 123.93 136.32 168.99 690.67118 0 6503.33 123.93 136.32 168.99 690.67119 0 6503.33 123.93 136.32 168.99 690.67120 0 6503.33 123.93 136.32 168.99 690.67

Maximum Hoop Tension 913.54 kN

4.7.2- Circumferencial Reinforcement

Area of Steel for Hoop Tension = 2175.080.0025 * b * df 8250.00

Area of Steel Required = 8250.00

Bar size (db) 25 mmSectional area 491 mm²Required No. of Bars 18

Provide 9 - D25 Bars on each face

4.7.2- Vertical Reinforcement

0.0015 * b 1500 mm²/m

Bar size (db) 20 mmSectional area 314 mm²Required spacing of bars 209 mm

Provide D20 @ 200 mm c/c

AS = p Di2 / 4 m2

PS = NS / AS

F1 = Ka PS df F2 = 1/2 Ka gSOIL df 2

NS PS

TMAX =

AT = TMAX / fy mm2

Minimum Steel Area as per ACI-318-05-14.3.3 = AMIN = mm2

AREQ = mm2

Minimum Steel Area as per ACI-318-05-14.3.2 = AMIN =

C. L

PS

df

KaPSKa gsoil df

F

T T

Di