CALCULATION COVER SHEET

CLIENT :

PROJECT :

UNIT :

TITLE : Design of Foundation for Vertical Vessel xxV-xxx

THE FOLLOWING VERIFICATION HAS BEEN DONE,

DESIGN INPUTS :

DESIGN BASIS :
( Tick √ where applicable)
DESIGN CALCULATION : YES / NO / NA
(MANUAL)

DESIGN CALCULATION : YES / NO / NA

(SOFTWARE)

(a) Spread Sheet Validation YES / NO / NA

(b) STAAD Inputs YES / NO

(c) STAAD Outputs YES / NO

ASSUMPTIONS : YES / NO / NA

VERIFIED / APPROVED BY : SSK

(Name)

(Sign)

25/03/2009
(Date)

REV DATE DATE

CLIENT : PREP BY CHKD BY
:
PROJECT :
ESSAR OIL LIMITED
; ; ; ;
0 0 ; SK ; SSK
UNIT :
; ;: 0
TITLE
; Design of Foundation for Vertical Vessel

ESSAR ENGINEERING SERVICES

CALCULATION NUMBER
LIMITED SHEET OF
1 17
GEN-001 -R3
-R0

;
GEN-001 -R3
-R0

;
 DOCUMENT NUMBER :

REVISION RECORD SHEET 0

TITLE : 0 SHEET NO: 2 OF 17

PROJECT : CLIENT :
ESSAR ENGINEERING SERVICES
0 0
LIMITED

REV.NO DATE DESCRIPTION

0 ISSUED FOR CONSTRUCTION

REVISION NO 0
PREP BY / DATE SK/25-03-09
CHKD BY/ DATE SSK/25-03-09
APPD BY/ DATE
GEN-013-R1
 INDEX

SR.
DESCRIPTION PAGE NO.
NO.

1.0 GENERAL NOTES 4

1.1 SCOPE 4
1.2 DESIGN PHILOSOPHY 4
1.3 DESIGN SPECIFICATION, CODES AND STANDARDS 4
1.4 PROJECT STANDARDS AND SPECIFICATIONS 4
2.0 CALCULATION OF VESSEL FOUNDATION 5
2.1 GENERAL INPUT 6
2.2 LOAD CALCULATION 6
2.3 WIND LOAD CALCULATION ( MANUAL ) 7
2.4 CALCULATION OF EARTH QUAKE LOAD ( MANUAL ) 8
2.5 LOADING DATA: - ( CALCULATED VALUES ) 8
2.6 PRIMARY LOADS 9
3.0 CHECK FOR STABILITY AND OVERTURNING. 9
4.0 CHECK FOR BEARING PRESSURE 10
4.1 DESIGN OF FOUNDATION 11
5.0 DESIGN OF PEDESTAL 15

APPENDIX - 1
WIND LOAD CALULATION USING GUST FACTOR
APPENDIX - 2
DESIGN DATA SHEET
APPENDIX 3
FOUNDATION DRAWING

CLIENT : REV DATE DATE

PREP BY CHKD BY
:
PROJECT : ESSAR OIL LIMITED
; ; ; ;
0 0 ; SK 0 ; SSK 0
UNIT :
; ;: 0 0 0 0 0 0
TITLE
; Design of Foundation for Vertical Vessel 0 0 0 0 0
0 0 0 0 0 0
ESSAR ENGINEERING SERVICES
CALCULATION NUMBER 0
LIMITED
SHEET 3 OF 17
GEN-001- R0

;
GEN-001- R0

;
 1.0 GENERAL NOTES

1.1 SCOPE

The scope of this calculation is the load evaluation, stability check and reinforcement design of the Foundation
for HP STRIPPER COLUMN in ( SWS ) REVAMP UNIT - VADINAR BASE REFINERY MODIFICATION JOB
FOR ESSAR OIL LIMIITED

1.2 DESIGN PHILOSOPHY

For the design of foundations following items are considered.

1. Vertical loading of equipment are considered as per mechanical data sheet, for conservative design, the vertical
loads shown in data sheet have been increased by 10% for connections of valve, pipes etc. for operating and test
condition.
2. Stability of foundation against sliding and overturning is checked as per EECS-62-105-022, Cl 6.10.
Under seismic condition,the stability of foundation against overturning for Category 2 structure is additionally
as per Clause 4.2 of EECS-62-105-025
3. The Plant is located at Vadinar, GUJARAT, which lies in Seismic Zone IV as per EECS-62-105-025,
Clause 3.0. Earthquake / Seismic analysis on the equipment has been performed as per IS:1893 Part IV
and also as per Specification EECS - 62-105-025.
4. The foundation has been designed as earthquake resistant using site specific acceleration response spectra
Vadinar site mentioned in Earthquake Engineering Studies Report EQ-95-20.
(Refer Attachment 3 of EECS-62-105-025)
5. Since the foundation is resting on rock or rock like material as per clause 6.0 of EECS-62-105-025 the Soil
Structure interaction is not considered and as per clause 9.1.1 of IS: 1893 - Part 4
6) Wind load on foundation has been calculated as per IS:875 (Part 3) - 1987 & EECS-62-105-022.

1.3 DESIGN SPECIFICATION, CODES AND STANDARDS

1. IS: 456 - 2000 Plain and Reinforced Concrete - Code of Practice.

2. IS: 875 (Part 3) -1987 Code of Practice for Design Loads (Other than Earthquake) for Buildings and
Structures.
3. IS: 1893 - 2005 (Part 4) Industrial Structures including Stack like Structures.
4. IS: 13920 - 1993 Ductile Detailing of Reinforced Concrete Structures Subjected to Seismic Forces

1.4 PROJECT STANDARD DRAWINGS AND SPECIFICATION

1. EECS- 62- 105- 022 Specifications for Civil / Structural Design.

2. EECS- 62- 102- 001 Civil and Structural Steel Works General Notes.
3. EECS- 62- 105- 025 Specifications for Earthquake Resistant Design.
4. EECS- 62- 102- 011 Holding Bolt ( Anchor Bolt ) Standards.
( Sheet 1 to 4 )

CLIENT : REV DATE DATE

PREP BY CHKD BY
:
PROJECT : ESSAR OIL LIMITED
; ; ; ;
0 0 ; SK 0 ; SSK 0
UNIT :
; ;: 0
TITLE
;
Design of Foundation for Vertical Vessel xxV-xxx
0
ESSAR ENGINEERING SERVICES CALCULATION NUMBER 0
LIMITED SHEET 4 OF 17
 2.0 Calculation of Vessel Foundation
d=3m

D =5.3 m
Mx
X

Mz

HPP = 100.000
h =1.7 m

H =2 m

h5 = 0.45 m
BOF = 98.000

Pedestal Dimensions

BCD of Equipment = 2480 mm

O.D of Anchor chain = 2564 mm
Dia of Anchor Bolt = 30 mm
No of Bolt Used = 32

Face to Face pedestal size should be maximum of following

BCD + 2 x 100 = 2680 mm
O.D of the anchor chair + 2 x 100 = 2764 mm
BCD + 2 x 6 x dia of anchor bolts = 2840 mm

Minimum Pedestal Size to be provided b = 2840 mm

CLIENT : REV DATE DATE

PREP BY CHKD BY
:PROJECT : ESSAR OIL LIMITED
; ; ; ;
0 ; SK ; SSK
UNIT : 0 0 0
; 0 0
TITLE ; : 0 0 0 0
; Design of Foundation for Vertical Vessel 0 0 0 0 0
0 0 0 0 0 0
CALCULATION NUMBER
ESSAR ENGINEERING SERVICES 0

GEN-001- R0
LIMITED SHEET 5 OF 17
;

Design of vertical vessel Foundation(Ver-00))

 2.1 GENERAL INPUT :-

Diameter of Octoganal Pedestal d = 3.00 m

Bottom of Foundation from HPP H = 2.00 m
Height of Pedestal below HPP h1 = 1.55 m
Height of Pedestal above HPP h2 = 0.125 m
Thickness of Grout h3 = 0.025 m
Height of Pedestal ( including grout thk ) h4 = 1.70 m
Diameter of Octoganal foundation D = 5.30 m
Thickness of Octagonal Foundation h5 = 0.45 m
Diameter of Column ( Including Thk ) ID = 2.49 m `
Height of Vertical Vessel ( including Skirt ) h = 10.14 m
Unit wt of Soil γs = 20 kN/m3
Unit wt of Concrete γc = 25 kN/m3
Yield Strength of Steel fy = 415 N/m2
Coeff. Of fricition B/w soil & concrete µs = 0.4
Charecteristic Strength of Concrete fck = M25 N/mm2
Allowable safe Bearing Capacity, w/o wind or seismic = 450 kN/m2
Allowable safe Bearing Capacity, with wind = 563 kN/m2
Allowable safe Bearing Capacity, with seismic = 675 kN/m2
Gross Safe Bearing Capacity Gs = 490 kN/m2
Allowable Uplift Percentage = 15 %

2.2 Load Calculation :-

Area of octagon foundation ( Afdn = 0.8284D2 ) Afdn = 23.26 m2

Area of octagon Pedestal d ( Ap = 0.8284d2 ) Ap = 7.45 m2
Moment of inertia of foundation ( 0.054737D4 ) Ixx,Izz = 43.19 m4
Section modulas of foundation ( 0.1011D3 ) Zxx,Zzz = 15.05 m3
Wt of fdn mat ( Afdn x h5 x γc ) Wfdn = 261.7 kN
Wt of Pedestal ( Wp = Ap x h4 x γc) Wp = 316.71 kN
Wt of Soil [ (Af - Ap) x h1 x γs ] Wsoil = 490 kN
Total Dead Weight ( Wfdn + Wp + Wsoil ) Wtot = 1068 kN
Weight of soil Neglecting 700mm top soil cover from Hpp = 269 kN
Total Dead Wt for sliding and Overturning check (Wsliding) = 847 kN

CLIENT : REV DATE DATE

PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; 0 ; SK 0 ; SSK 0
UNIT :
; 0 0 0 0 0 0
TITLE ; :
; Design of Foundation for Vertical Vessel 0 0 0 0 0

ESSAR ENGINEERING SERVICES

CALCULATION NUMBER 0
LIMITED SHEET 6 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 LOADS FOR DESIGN :-

At the top of Pedestal

Increase
Primary Loads Horz. shear Moment
P ( kN ) Factor
Fx ( kN ) Mz ( kN m )

Equipment Erection Load 111 1.0

Equipment Operating Load 269 1.1
Equipment Test Load 301 1.1
Wind Load 85.27 544.3 1.2
Seismic Load SLx 120.49 904.4 1.1

2.3 WIND LOAD CALCULATION ( MANUAL )

Since Fundatmental Time period is greater than 1 sec. Gust Wind loading is Considered as given
below

Wind load on Equipment ( *Cl 6.3, IS 875 Part 3 )

= cf x Ae x pz
Where,
cf = force coefficient as per cl. 6.3.2.2 for Circular Shape
Ae = effective frontal area
pz = design Wind Pressure

Design Wind Pressure

Basic Wind Speed Vb = 50 m/s
k1 = 1.08
k2 = Category 3 Class B
= 1.01
k3 = 1

Design wind Speed Vz = Vb x k1 x k2 x k3

Design wind Pressure Pz = 0.6 Vz2 Pz = 1.80 kN/m2
Overall height of Vessel ( including skirt ) h = 10.14 m
Diameter of Vessel D = 2.49 m
Height to width ratio h/D = 4.07 m
Force Coefficient Cf = 0.769
Frontal Area considered for Wind ( Ae = H' x D ) = 25.29 m2
Horizontal Force due to wind ( F = Ae x Cf x Pz ) = 35.0 kN
Moment at Pedestal top due to wind ( M = F x H'/2 ) = 177 kN-m

Moment are increased by 20% to account for wind load on piping, nozzle, platform,
handrailing etc
Horizontal Force due to wind, F = 42.0 kN
Moment at Pedestal top due to wind, M = 213 kN-m

CLIENT : REV DATE DATE

PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; 0 ; SK 0 ; SSK 0
UNIT :
; 0 0 0 0 0
TITLE ; :
0

; Design of Foundation for Vertical V 0 0 0 0 0

CALCULATION NUMBER 0
ESSAR ENGINEERING SERVICES
LIMITED SHEET 7 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 2.4 CALCULATION OF EARTH QUAKE LOAD :- ( MANUAL )

Peak Ground acceleration Z = 0.24

Importance factor I = 1.75
Reduction factor R = 2 11.73
Damping Factor D = 2 %
Modulus of Elasticity Es = 2E+05 N/mm2 W2
Acceleration due to gravity g = 9.81 m/sec2
Skirt internal diameter Dsk = 2.60 m 15.5
Skirt thickness tsk = 16 mm
Heigth of skirt Isk = 7.50 m W1
Equipment internal diameter Deq = 2.60 m
Equipment thickness teq = 19 mm 3.75
Height of Shell le = 23.45 m
Operating weight of vessel W = 295 kN
Equipment external diameter Deqe = 2.64 m
Skirt external diameter Dske = 2.63 m
Weight of Skirt W1 = 77.4 kN
Weight of top Shell W2 = 218 kN
Mid height of skirt l1 = 3.75 m
Dist betwn c/l of skirt to c/l of eqpt l2 = 15.48 m
Dist betwn c/l of eqpt to tan line l3 = 11.73 m

Vessel

Moment of inertia ( π/64 (Dske4-Dsk4) Iv 0.13 m4

Mean value of deflection at top of equipment Δ = 37.5 mm
1/EIv{(W1xl13)/3 + (W1xl12x(l2+l3))/2+(W2x(l1+l2)3/3)+(W2x(l1+l2)2xl3)/2}
Time Period ( 2π sqrt (Δ/g) ) T = 0.39 sec
Spectral Accelaration coefficient Sa/g = 1.42
horizontal seismic coefficient [(Z/2)(Sa/g)] /(R/I) Ah = 0.12
Horizontal Design base shear ( Ah x EOL) Vhe = 35.3 kN
Moment at top of pedestal Mbe = 179.0 kN m
Vertical Seismic Coefficient ( 2/3 Ah ) Av = 0.080
Vertical Design base shear ( Av x EOL) Vve = 23.5 kN

2.5 LOADING DATA : - ( Calculated Values )

Limit State of Serviceablity

At the top of Pedestal ( MDS VALUES ) %

Primary Loads Horz. shear Moment Increase
P ( kN ) in weight
Fx ( kN ) Mz ( kN m )

Equipment Erection Load (EEL) 110.6 1.0 %

Equipment Operating Load 295.5 1.1 %
Equipment Test Load 330.9 1.1 %
Wind Load 42.0 213 1.2 %
Seismic Load SLx 35.3 179 1.1 %
CLIENT : REV DATE DATE
PREP BY CHKD BY
:
PROJECT : ESSAR OIL LIMITED
; ; ; ;
; SK ; SSK
UNIT : 0 0 0
; ; 0 0 0 0 0
TITLE : 0
; Design of Foundation for Vertical Vessel 0 0 0 0 0

CALCULATION NUMBER
ESSAR ENGINEERING SERVICES 0
LIMITED SHEET 8 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 2.6 PRIMARY LOADS : - Max of MDS value and the Calculated Values

At the top of Pedestal Final Mz to

Primary Loads P ( kN ) Horz. shear Moment bottom of fdn
Fx ( kN ) Mz ( kN m ) Mz (kN m)

Dead Load 1068.4

Dead Load ( 700 mm ignored ) 847.1
Equipment Erection Load 110.6
Equipment Operating Load 295.5
Equipment Test Load 330.9
Wind Load 0.0 102.3 653.1 873
Seismic Load SLx 0.0 132.5 994.9 1280
Seismic Load Sly 88.4

3 .0 CHECK FOR STABLITY AND OVERTURNING.

Sliding

Friction Coefficient μs = 0.4

Sliding Resistance = Vertical Load x 0.4
Sliding Force = Sqrt( Fx2 + Fz2 )
Factor of Safety Fs = Sliding Resistance / Sliding Force > 1.4

Overturning

Resisting Moment Mrz = Vertical Load x L/2

Overturning Moment = Mz
Factor of Safety Fo = Resisting Moment / Overturning Moment > 1.4

Over-
Sliding Resisting Restoring
turning
Load Combination Force in Force in Fs moment Fo Remarks
moment in
kN kN kN m in kN m
Shut down condition
0.9(DL+EEL)+WL 102.32 344.76 3.37 873.1 2284 2.62 Safe

Operating condition
DL+EOL+WL 0.00 457.02 N.A 0.0 3028 N.A Safe
DL+EOL+SLx+0.3Ely 132.54 467.62 3.53 1279.8 3098 2.42 Safe
DL+EOL+SLx-0.3Ely 132.54 446.41 3.37 1279.8 2957 2.31 Safe

Test Condition
EL+ETL+0.5WL 51.16 471.18 9.21 436.6 3122 7.15 Safe

CLIENT : REV DATE DATE

PREP BY CHKD BY
:
PROJECT : ESSAR OIL LIMITED
; ; ; ;
0 0 ; SK ;
UNIT :
; 0 0
TITLE ; : 0
; Design of Foundation for Vertical Vessel 0
0 0
CALCULATION NUMBER 0
ESSAR ENGINEERING SERVICES
LIMITED SHEET 9 OF 17

Design of vertical vessel Foundation(Ver-00))

 4.0 Check for Bearing Pressure (Serviceability Limit State) : -

Safe Bearing Capacity = P/A ± M/Z

Bearing Pressure kN/m2

Load Combination P ( in kN ) Mz kN m Pmax Pmin
Plant Shut Down Condition
0.9(DL+EEL)+WL 1061 873 103.63 -12.39

Plant Operating Condition

DL+EOL+WL 1363.8 0 58.64 58.64
DL+EOL+SLx+0.3SLy 1390.3 1280 144.81 -25.25
DL+EOL+SLx-0.3SLy 1337.3 1280 142.53 -27.53

Plant Test Condition

DL+ETL+0.5WL 1399 437 89.17 31.16

Calculation of Pmax & Loss of Contact ( Load Comb DL +EOL +SLx + 0.3SLy )

Loss of contact distance and contact area calculated based on Handbook by Mark Fintel

eccentricity e = ( Mz / p ) e = 0.9205 m
Modification Factor = 1.027 m
Diameter of equiv. Circle 1.027 x d d f = 5.44 m equivalent area of Octagon
Area of equiv. circle ( 3.14 x df2/4 ) Af = 23.269
e / df = 0.1691
For e / df Value C1 and C2 ( From Fig. 5.14 © of the Handbook by Mark Fintel )

C1 = 0.85
C2 = 2.42

Max Pressure, Pmax = C2Q / A = (2.43 x 1390.34 / ( 3.14/4 x 5.44^2 )

= 144.65 kN/m2

Pressure Diagram

C 1 x df = 4.6217 m
Loc area

Pmax = 144.81 kN/m2

CLIENT : REV DATE DATE

PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; 0 0 ; SK 0 ; 0 0
UNIT :
; 0 0 0 0 0 0
TITLE ; :
; Design of Foundation for Vertical Vessel 0 0 0 0 0
0 0 0 0 0 0
ESSAR ENGINEERING SERVICES
CALCULATION NUMBER 0
LIMITED 10 OF 17
SHEET

Design of vertical vessel Foundation(Ver-00))

 Cos a = (4.63 - 5.45/2 ) / (5.45 /2 ) a = 0.7979 radians
a
Area of the Portion of the Circle subtended by 2a, A1 a

A1 = ( 2a x (180/π)/360 ) x π x df2 / 4 = 5.9093 m2

Area of portion of triangle subtended by 2a, A2
Height of Triangle = 4.63 - 5.45/2 = 1.90 m
Base of the triangle = 2 x (5.4431/2) x sin ( 0.798 ) = 3.8967 m
A2 = 0.5 x 3.897 x 1.901 = 3.7023 m2 df
Loss of contact area = ( A1 - A2) = 2.207 m2
% Loss of Contact Area = 9.49 %

< Allowable, Hence Safe

Pressure Redistribution

% Loss of Mod. Pres

Load Combination e e/df C1 C2 Remarks
Contact area kN/m2

Plant Shut Down Condition

0.9*DL+0.9*EEL+WL 0.823 0.151 0.91 2.24 4.68 103.6 Safe

Plant Operating Condition

DL+EOL+WL 0.000 0.000 0.00 58.6 Safe
DL+EOL+SLx+0.3SLy 0.921 0.1691 0.85 2.42 9.49 144.8 Safe
DL+EOL+SLx-0.3SLy 0.957 0.176 0.83 2.49 11.56 143.1 Safe

Plant Test Condition

DL+ETL+0.5WL 0.312 0.057 0.00 89.2 Safe
Max 11.56

4.1 Design of Foundation :-

Presssure due to Soil Overburden and Raft Weight = 0.125 x 25 + 1.55 x 20

= 34.13 kN/m2

Modified Dia of Foundation ( D x 1.041 ) = 5.52 m

Modified Dia of Pedestal ( d x 1.041 ) = 3.12 m
Base Projection = 1.197 m
Dist Upto face of Pedestal = 4.32 m
Dist 'd' from the face of Pedestal = 4.67 m
Dist 'd/2' from the face of Pedestal = 4.50 m

CLIENT : REV DATE DATE

PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; 0 0 ; SK 0 ; SSK 0
UNIT :
; 0 0 0 0 0
TITLE ; : 0
; Design of Foundation for Vertical Vessel 0 0 0 0 0
0 0 0 0 0
CALCULATION NUMBER 0
ESSAR ENGINEERING SERVICES
LIMITED SHEET 11 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 Mod Pressure Press at d Moment "d"
Pressure, at face from face
Load Combination at face Required
Pmod Pface Pdist d
Mface kNm mm
kN/m2 kN/m2 kN/m2

Plant Shut Down Condition

0.9(DL+EEL)+WL 103.63 78.84 86.11 65.81 138.11

Plant Operating Condition

DL+EOL+WL 58.64 58.64 58.64 26.35 87.39
DL+EOL+SLx+0.3SLy 144.81 107.80 118.65 105.68 175.02
DL+EOL+SLx-0.3SLy 143.10 105.56 116.57 103.66 173.34

Plant Test Condition

DL+ETL+0.5WL 89.17 76.58 80.27 54.64 125.85

Calculation of Reinforcement for foundation pad ( Bottom Reinforcement )

Along X direction

Bending Moment at the Face of the Pedestal Mu = 105.7 kNm

C.C to reinforcement for the footing d' = 75 mm

Effective depth of section d = 351 mm
Required Steel Ast reqd = 870 mm2
Ast reqd. = ( 1 - sqrt(1-(4.6Mu/fckbd2)))*(fck/2fy)*bd )
Min Required Steel (0.12% of bD ) Ast min = 540 mm2

Required = Y 16 mm dia @ 231 mm c/c

Provided = Y 16 mm dia @ 200 mm c/c
Ast provided at bottom in X direction = 1005 mm2
Pt provided = 0.29 %

Ast Prov > Ast Reqd

Along Z direction
Provide same reinforcement as in X direction
Y 16 mm dia @ 200 mm c/c

Calculation of Reinforcement for foundation pad ( Top Reinforcement )

Along X and Z direction

Factored Moment due to Soil overburden & raft weight = 36.68 kNm
Effective depth = 357 mm
Ast required ( 1 - sqrt(1-(4.6Mu/fckbd2)))*(fck/2fy)*bd = 289 mm2
Required = Y 12 mm dia @ 392 mm c/c
Provided = Y 12 mm dia @ 200 mm c/c
Area of Reinforcement Provided at Top = 565 mm2
Pt provided 0.16 %
CLIENT : REV DATE DATE
PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; 0 0 ; SK 0 ; SSK 0
UNIT :
; 0 0 0 0 0
TITLE ; : 0
; Design of Foundation for Vertical Vessel 0 0 0 0 0
0 0 0 0 0 0
CALCULATION NUMBER 0
ESSAR ENGINEERING SERVICES
LIMITED SHEET 12 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 Shear Check :-

Mod Press at d
Factored
Load Combination
Pressure, from face
Shear τv = Vu/bd Remarks
Pmod Pdist d
Force Vu kN (N/mm ) 2

kN/m2 kN/m 2

Plant Shut Down Condition

0.9(DL+EEL)+WL 103.63 86.11 77.1 0.220 Safe

Plant Operating Condition

DL+EOL+WL 58.64 58.64 31.1 0.089 Safe
DL+EOL+SLx+0.3SLy 144.81 118.65 123.88 0.353 Safe
DL+EOL+SLx-0.3SLy 143.10 116.57 121.5 0.346 Safe

Plant Test Condition

DL+ETL+0.5WL 89.17 80.27 64.2 0.183 Safe

Max Shear Stress Developed = 0.353 N/mm2

Allowable Shear Stress Tc = 3.10 N/mm2
Permissible Shear Stress of Concrete
Tc = ( 0.85*(0.85fck)*sqrt(1+5b) -1 ) / 6b = 0.387 N/mm2
b = 0.8fck / 6.89Pt = 10.14

Punching Shear Check :-

Punching Shear Perimeter bo = 11.10 mm

Effective Area for Punching shear ( bo x d ) Afp = 3.90 m2
Punching Shear Force 0.8284 x ( 5.3^2 - ( 3 + 0.351) ( x (Pmax + Pdist d/2)/2

Press at d Perm
Load Combination
from face Punching τv = Vu/bd shear
Remarks
Pdist d/2 shear kN (N/mm2) stress τc
kN/m2 N/mm2

Plant Shut Down Condition

0.9(DL+EEL)+WL 82.47 1299.7 0.334 1.25 Safe

Plant Operating Condition

DL+EOL+WL 58.64 819.0 0.210 1.25 Safe
DL+EOL+SLx+0.3SLy 113.23 1802.0 0.463 1.25 Safe
DL+EOL+SLx-0.3SLy 111.06 1775.0 0.456 1.25 Safe

Plant Test Condition

DL+ETL+0.5WL 78.42 1170.4 0.300 1.25 Safe

CLIENT : REV DATE DATE

PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; ; SK ; SSK
UNIT : 0 0 0 0
;
TITLE ; : 0 0 0 0 0 0
;
Design of Foundation for Vertical Vessel xxV-xxx 0 0 0 0 0
0 0 0 0 0 0
CALCULATION NUMBER
ESSAR ENGINEERING SERVICES 0
LIMITED SHEET 13 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 Loading Used for Design of Pedesal

Horizontal Shear at top Horizontal Moment at

Vertical of Pedestal Bottom of Pedestal
Load at the bottom of Pedestal
Load kN
Fx kN Fz kN Mx kNm Mz kNm

Dead Load 316.7

Equipment Erection Load 110.6
Equipment Operating Load 295.5
Equipment Test Load 330.9
Wind Load 0.0 102.3 827
Seismic Load SLx 0.0 132.5 1220
Seismic Load Sly 88

5.0 Design of Pedestal

Dia of Circular Pedestal, d = 3 m

Pedestal Length = 1.7 m
Effective Length Factor = 2
Load Factor F = 1.5
Effective Length of Pedestal le = 1.13 m

Since Le < 3d, It should be designed as Pedestal

Additional Check for Slenderness

Minimum Eccentricity, ex = ez = H/500 + d/30 = 103 mm

Check for Slenderness Le/D = 1.13 < 12

Hence Short Column

CLIENT : REV DATE DATE

PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; ; SK ; SSK
UNIT : 0 0 0
;
TITLE ; : 0 0 0 0 0 0
; Design of Foundation for Vertical Vessel 0 0 0 0 0

CALCULATION NUMBER
ESSAR ENGINEERING SERVICES 0
LIMITED SHEET 14 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 5.1 Summary of Design forces for Pedestal

Factored Load @
Moment Min Moment Slender bottom of pedestal
Load Combinations Mx/Mz due to ecc moments
kNm kNm kNm Moment Mu
Pu "kN"
"kNm"

Plant Shut Down Condition

0.9*(DL+EEL)+1.5WL 827 39.77 0.00 1240.6 384.6

Plant Operating Condition

1.5DL+1.5EOL+1.5WL 827 94.95 0.00 1240.6 918.3
1.5DL+1.5EOL+1.5(SLx+0.3SLy) 1220 99.06 0.00 1830.3 958.0
1.5DL+1.5EOL+1.5(SLx-0.3SLy) 1220 90.84 0.00 1830.3 878.5
0.9*(DL+EOL)+1.5(SLx+0.3SLy) 1220 61.08 0.00 1830.3 590.7
0.9*(DL+EOL) +1.5(SLx-0.3SLy) 1220 52.86 0.00 1830.3 511.2

Plant Test Condition

1.5DL+1.5ETL+0.75WL 414 100.44 0.00 620.3 971.4

Tension in Anchor Bolts

Max Tension in Bolts = 4Mu/[(Nb)(BCD)] - 0.9Pu/Nb

where:
Mu = factored moment at the base of the vessel
Nb = number of anchor bolts
BCD = Bolt Circle Diameter
Pu = Factored Load

Moment Vertical Max

Pu / Fckbd Mu /
Load Combinations Capacity Loads Per Tension in
Fckbd2
kNm bolt "kN" bolt 'kN'

Plant Shut Down Condition

0.9*(DL+EEL)+1.5WL 0.002 0.01 6750 12 52

Plant Operating Condition

1.5DL+1.5EOL+1.5WL 0.004 0.01 6750 29 37
1.5DL+1.5EOL+1.5(SLx+0.3SLy) 0.004 0.01 6750 30 65
1.5DL+1.5EOL+1.5(SLx-0.3SLy) 0.004 0.01 6750 27 68
0.9*(DL+EOL)+1.5(SLx+0.3SLy) 0.003 0.01 6750 18 76
0.9*(DL+EOL) +1.5(SLx-0.3SLy) 0.002 0.01 6750 16 78

Seismic Load SLx

1.5DL+1.5ETL+0.75WL 0.004 0.01 6750 30 4

CLIENT : REV DATE DATE

PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; ; SK ; SSK
UNIT : 0 0 0 0
;
TITLE ; : 0 0 0 0 0 0
; Design of Foundation for Vertical Vessel 0 0 0 0 0
0 0 0 0 0 0
CALCULATION NUMBER
ESSAR ENGINEERING SERVICES 0
LIMITED SHEET 15 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 Design of Pedestal using Equivalent Area method

Assumed Pedestal Size ( Required to resist the Vertical Load alone ) Considering 0.8% of Steel

Assumed Xd = 600 mm
Assumed Zd = 600 mm
Pu = 958 kN
As (0.8% of Ac) = 2880 mm2

Axial Load Carrying Capacity of member ( assumed size )

Puz = 0.4*fck*Ac + (0.67*Fy*0.4*fck)*As
= 4372 kN

> Pu , Hence the Assumed size is ok

.
Check for moment Carrying Capacity of member by considering actual concrete area with 0.8 %
Steel of the assumed Pedestal size

Puz = 0.45*fck*Ac +0.75*Fy*As = kN

84771.9
Clear Cover to Reinforcement = 50 mm
Dia of bar = 25 mm
Actual d'/D = 0.021
Consider d'/D = 0.050
k1 = 0.219 From table 60 of SP16
k2 = 0.424
Pb = (k1 + k2*p/fck)*fck*b*D = 52328 kN
k = (1-Pu/Puz)/(1-Pb/Puz) = 1 3
Slender moment Maz = (Pud / (Lex/d)2 ) 0
Final moment after reduction k
Maz = Maz * k = 0

Axial Load Pu = 958 kN

Moment Muz = Mu + Maz = 1830 kNm
Pu/Fck b D = 0.004
p Provided = 0.039 %
p/fck = 0.002

From Chart 43 of SP 16

Muz1/fckbD2 = 0.01
Muz1 = 6750 kN m > 1830

Hence Assumed Size is Safe

CLIENT : REV DATE DATE

PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; ; SK ; SSK
UNIT : 0 0 0 0
;
TITLE ; : 0 0 0 0 0 0
; Design of Foundation for Vertical Vessel 0 0 0 0 0
0 0 0 0 0 0
CALCULATION NUMBER
ESSAR ENGINEERING SERVICES 0
LIMITED SHEET 16 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 Calculation of Area of Steel

Longitudinal Reinforment

Area of steel required for assumed Pedestal size = 2880 mm2

Area of steel required = 11183 mm2 ( 0.15% Ag )
Area of Bolt under tension ( No of Bolts*(0.8*PI()/4*D2) = 18093 mm2
Permissible tensile stress in Bolt = 120 N/mm2
Permissible tensile stress in Reinforcement = 230 N/mm2
Area of Steel Required for resisting tension in all bolt = 9440 mm2

Provide 104 nos of 16 bars

Ast Provided = 20908 mm2
> Ast Reqd, Hence Safe

Pt Provided = 0.28 %

Transverse Reinforment

Dia of Transverse Reinforcement > 1/4th of Longitudinal bar = 4

Provide dia of Bar = 10 mm
Spacing not to exceed the least of the Following (CL 26.5.3.2 )
a) Least Lateral dimension of the column/2 = 1500 mm
b) 16x dia of the longitudinal Bar = 256 mm
c) 300 mm = 300 mm

Hence Provide Spacing of = 200 mm Spacing

CLIENT : REV DATE DATE

PREP BY CHKD BY
: ESSAR OIL LIMITED
PROJECT : ; ; ;
; 0 0 ; SK 0 ; SSK 0
UNIT :
; 0 0 0 0 0
TITLE ; : 0
; Design of Foundation for Vertical Vessel 0 0 0 0 0
0 0 0 0 0 0
CALCULATION NUMBER 0
ESSAR ENGINEERING SERVICES
LIMITED SHEET 17 OF 17
GEN-001- R0

Design of vertical vessel Foundation(Ver-00))

 Design of Vertical Vessel foundation
Dept:Civil & Structural Version:-00
Design Assumption & Limitation
1 Design of Foundation is carried out in accordance with IS 456:2000
2 Foundation is designed as Rigid Foundation resting on soil. Bearing pressure below the
foundation is considered to be linear in nature.
3 Applied forces are considered at top of Pedestal
4 Twisting effect on Pedestal is not considered in design.
5 Following options are available for input of force data
6 Yellow Cells Considered for Input
7 Red Colour indicate some changes or Unsafe Condition where Change in design as to be made

Prepared By:Senthil Kumar Date::-20/4/2009

Validated By:-Tushar Somani/Mitesh Somani Date:-22/4/2009