N004-v-47001

25-02-2004 KOCA4PWB.XLS

Sample Design Calculations of Foundation for Vertical Vessel . .

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For Review

REV.

AMENDMENTS

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RD

FS

VK

MA

14/07/05

PRPD CKD APPD APPD

DATE

KOC APPROVALS DEPARTMENT

SIGNATURE

DESIGNATION

DATE

AREA FACILITY UPGRADE & RELOCATION OF U/G PROCESS PIPING

CONTRACTOR

Petrofac

FOR GC 3, 4, 6, 7, 8, 21, 23, BS 140 & BS 150 (GROUP A) Sample Design Calculations of

PREPARED

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CHECKED

APPROVED

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DATE

PROJECT -

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NA

SCALE

FACILITY UPGRADE & RELOCATION OF U/G PROCESS PIPING

FOR GC 3, 4, 6, 7, 8, 21, 23, BS 140 & BS 150 (GROUP A) PROJECT No. -

EF/1500

CONTRACT No.

-

26155

Foundation for Vertical Vessel

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APPROVED

CONTRACTOR DOC. No.

JI-180-000-ECV-CAL-XXX

REV.

A

K.O.C. DOC. No.

XXX-XX-XXX

REV.

X

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

Doc. No

0011-9500-WGEL-G000-ISGP-G00000-CX7704-00001

PROJECT TITLE

Job No.

WG00XX

Document Title

Rev No.:

01

1.0 1.1 1.2 1.3 1.4 1.5 1.5.1 1.5.2

General Introduction Assumptions/Design Considerations Methodology References Load conditions Load combinations for calculation of soil pressure and stability check Factored load combinations for R.C.C design

2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7

Input data for foundation supporting vertical vessel Foundation Geometric data Anchor bolt data Vessel data Load data Material data R.C.C design data Soil data

3.0 3.1 3.2

Stability and bearing capacity check Calculation for stability of foundation under various load conditions Calculation of soil pressure under various load conditions

4.0 4.1 4.2 4.3

RCC design of the foundation and the pedestal Factored load and base pressure calculation for R.C.C design Design of foundation Design of Pedestal

5.0

Summary of result

Attachments 1)

Equipment vendor Drawing & Load input

2)

Foundation G.A Drawing & Reinforcement details

Page 2 of 23

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

0011-9500-WGEL-

Doc. No G000-ISGP-G00000CX-7704-00001

PROJECT TITLE

Job No.

Document Title

Rev No.:

WG00XX 01

1.0 GENERAL 1.1 Introduction The scope of this document includes Analysis and Design of foundation for vertical vessels. The design calulations are carried out in different parts 1. Check stability of foundation under various load combinations. 2. Calculation of soil pressure under various load combinations. 3. 4.

Factored load and base pressure calculation for R.C.C design. R.C.C design of the foundation and the pedestal.

1.2 Assumptions/Design considerations This spreadsheet takes care of both wind as well as seismic shear and moments. 1.3 Methodology This sheet is used for the analysis and design of foundation for vertical vessels. This spread sheet contains input data sheet, Stability check and Bearing capacity calculation sheet, Strength design sheet and summary sheet. In the Input data sheet following input shall be furnished. Foundation Sketch Foundation geometric data Bolt data Vessel data Load data Material data R.C.C design data soil data Bearing capacity and Stability Check: Based on the input data, stability of the foundation, soil pressure under various load combinations have been checked. RCC design of foundation and Pedestal: Maximum base pressure in soil under factored load combinations for R.C.C design are calculated. Based on the maximum developed base pressure, bending moment at the edge of the pedestal, shear force at the edge of the pedestal and shear force at a distance "d" from the pedestal are calculated. Bottom reinforcement for footing mat is calculated for the design moment. If the required reinforcement is lesser than that of minimum then, minimum reinforcement of 0.09% (as per Clause 7.12.2.1 ACI-318-11) is provided. If foundation is in tension (i.e if there is a loss of contact in between soil and footing base) then top reinforcement is calculated. Also Minimum reinforcement of 0.09% (i.e half of 0.18%) is provided on top also. Foundation is checked for one way shear and punching (two-way action) shear. Required Reinforcement in pedestal is calculated and axial capacity check as per clause 10.3.6.2 ACI-318-11 is performed. All the design results are tabulated in summary sheet. 1.4 References 1 2 3

0011-9500-WGEL-N004-ISGP-G00000-CX-7704-0000 Civil/Structural design basis ACI-318-11 Building code requirement for structural concrete Hand book of concrete engineering by Mark Fintel

1.5 Load conditions Following load conditions are considered for the analysis and design (i)Empty condition (ii)Erection condition (iii)Operating condition (iv)Hydrotest condition 1.5.1 Load combinations for calculation of soil pressure and Stability: Ref Appendix A of 0011-9500-WGEL-N004-ISGP-G00000-CX-7704-00001 Operating (wit 1.0*DL (Operating)

Notations For Loads DL - Dead Load WL- Wind Load EL- Earthquake Load

Empty Conditi 0.9*DL(Empty) + 1.0*WL 0.9*DL(Empty) + 0.7*EL Erection Condi1.0*DL(Erection) + 0.8*WL Operating Cond 1.0*DL(Operating)+ 1.0*WL 1.0*DL(Operating)+ 0.7*EL 0.9*DL(Operating)+ 0.7*EL Hydrotest cond1.0*DL(Hydrotest) 1.0*DL(Hydrotest) + 0.5*WL 1.5.2 Factored load combinations for R.C.C Strength design: Ref Appendix A of GB088-2013-200-CV-DB-001 Operating (wit 1.4*DL (Operating)

Notations For Loads DL - Dead Load WL- Wind Load EL- Earthquake Load

Empty Conditi 0.9*DL(Empty) + 1.3*WL 0.9*DL(Empty) + 1.0*EL

Erection Condi0.9*DL(Erection) + 1.04*WL ( 1.3 x 0.8) Operating Cond 1.2*DL(Operating)+ 1.3*WL 1.2*DL(Operating)+ 1.0*EL 0.9*DL(Operating)+ 1.0*EL Hydrotest cond1.4*DL(Hydrotest ) 1.2*DL(Hydrotest) + 0.65*WL

Note: In the above load combinations in all cases DL includes Dead weight of ( footing + pedestal + backfill + soil + fire proofing) along with applicable vessel weights for different cases (i.e Empty, Erection, Operating and HydroTest condition)

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

0014-9500-WGEL-D001-ISGP-U13000-CX1206-00011 WG0014

Rev No.:

02A

PRE BY VLN CHK BY JKJ

5.0 Summary of results: Sl No 1

Item Stability Check

Remarks Min. F.O.S

Actual F.O.S

Overturning 1.1

0.9*DL(Empty)+1.0*Wind

1.50

8.579

Foundation Safe

1.2

0.9*DL(Empty)+0.7*Earthquake

1.50

13.586

Foundation Safe

1.3

1.0*DL (Erection) + 0.8*Wind

1.00

47.661

Foundation Safe

1.4

1.0*DL (Operating) + 1.0*Wind

1.50

10.664

Foundation Safe

1.5

1.0*DL (Operating) + 0.7*Earthquake

1.50

16.888

Foundation Safe

1.6

0.9*DL (Operating) + 0.7*Earthquake

1.50

15.199

Foundation Safe

1.7

Sliding (without Passive) 0.9*DL(Empty)+1.0*Wind

1.50

9.449

Foundation Safe

1.8

0.9*DL(Empty)+0.7*Earthquake

1.50

17.165

Foundation Safe

1.9

1.0*DL (Erection) + 0.8*Wind

1.00

52.494

Foundation Safe

1.10

1.0*DL (Operating) + 1.0*Wind

1.50

11.745

Foundation Safe

1.11

1.0*DL (Operating) + 0.7*Earthquake

1.50

21.335

Foundation Safe

1.12

0.9*DL (Operating) + 0.7*Earthquake

1.50

19.202

Foundation Safe

Allowable gross pr. (kN/m2)

Actual Gross pressure (kN/m2)

200.80

45.36

Foundation Safe

163.30

39.90

Foundation Safe

2

2.1 2.2

3

Bearing Capacity

Gross Bearing Capacity (With wind/seismic load) Gross Bearing Capacity (Without wind/seismic load)

Shear Check

3.1

ONE WAY SHEAR Shear stress (at face)

3.2

Shear stress (at a distance d)

Allowable shear stress (N/mm2) N/mm2 0.675

Shear stress developed N/mm2 0.027 Foundation Safe

0.675

0.000

Foundation Safe

1.265

0.040

Foundation Safe

PUNCHING SHEAR 3.3

Shear stress (at 0.5d)

4.0

Flexure Check

Mu (kNm)

f Mn (kNm)

4.1

B.M / Moment of resistance (Bottom)

0.42

43.18

Foundation Safe

4.2 5.0

B.M / Moment of resistance (Top face) Reinf. Tension Yeilding Check

0.00

43.18

Foundation Safe

Reqd. Strain

5.1

Maximum reinforcement at Bottom

0.0021

Strain (at failure)

0.04990

OK ,Yeilding in Ast confirmed

5.2

Maximum reinforcement at Top

0.0021

0.04990

OK ,Yeilding in Ast confirmed

6.0

Reinforcement Design & Capacity

Threshold Value

Provided Value

6.1 6.2 6.3 6.4 6.5

Steel at Bottom of foudation, mm2/m Steel at Top of foundation, mm2/m Maximum spacing for Bottom Steel, mm Maximum spacing for Top Steel, mm Steel in pedestal, mm2

270.0 270.0 450.0 450.0 4828.9

565.49 565.49 200 200 7539.8

6.6

Min.clear spacing of reinf in ped. (mm)

150

191

OK

6.7

Design Axial Capacity of Pedestal,(kN)

34196.2

155.33

OK

7.0

Bearing on conc. At pedestal top

N/mm2

N/mm2

7.1

Bearing stress beneath base plate

15.47

0.080

OK, Concrete Safe in bearing

8.0

Peripheral reinforcement (Tie)

8.1

Shear capacity of pedestal (kN)

1705.2

4.94

OK

8.2

Maximum spacing of stirrups (mm c/c)

320

150

OK

Foundation Safe Foundation Safe OK OK OK

Reinfrocement Summary : Bottom reinfrocement along XX direction =

12 mm dia bar 200 mm C/C

Bottom reinfrocement along YY direction = Top reinforcement in both directions =

12 mm dia bar 200 mm C/C 12 mm dia bar 200 mm C/C

Pedestal longitudinal main Reinforcement = Side face or skin reinforcement = Peripheral reinforcement ( Tie bars ) = N.A means Not Applicable

20 mm dia, Nos24 Nos N.A 10 mm dia bar 150 mm C/C

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011

BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

Rev No.:

02A

PRE BY VLN CHK BY JKJ

INPUT DATA FOR FOUNDATION SUPPORTING VERTICAL VESSELS

Foundation

Octagonal base slab with octagonal pedestal

0.870

0.746 b1 1.800 B 2.100

( B > b1 )

FOUNDATION U/S Base plate FGL

y=

y

0.3

Df =

0.300

Df

1.000 (Over all Depth)

Ts slab bottom

SKETCH OF FOUNDATION AND GEOMETRY

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011

BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

Rev No.:

02A

PRE BY VLN CHK BY JKJ

Foundation Geometric Data (Refer Sketch for foundation geometry) Width of Pedestal = b1

1.800 m

Width of Base Slab = B

2.100 m

Thick. of base slab = Ts

0.300 m

OK

Check for minimum pedestal size: Minimum pedestal size shall be the larger of the following: b2 = (B.C.D+300 mm) 1.645 m b3 = (B.C.D + 2*Ed)

1.769

m

b4 = (Dbp + 100 mm)

1.535 1.769

m m

Min. pedestal width = O/A depth of fdn. ( refer fig. above ) = Df

1.000 m

Pedestal projection = y

0.300 m

Foundation Depth from F.G.L = 0.7 m B.C.D

Projection of base plate beyond B.C.D

Anchor Bolt Data (Refer Vendor data) Number of Anchor Bolts = Nab

4 (Nos)

Anchor Bolt (AB) Dia = Dab

B

do

b1

Db p

24 mm

Bolt circle dia of vessel = B.C.D

1.345 m

Edge dist of pedestal from C.L of Bolt = Ed

0.212 m

Outer diameter of Circular base plate=Dbp

1.435 m

( Ref. Vessel Vendor Dwg )

Inner dia of annular base plate ring =do

0.800 m

If do is not provided, then do = ( B.C.D - 0.3m), will be considered for calculation. Keep the cell blank if exact data is not known and

pedestal

Vessel Data (Refer Vendor data) :-

shall be re-checked later when data is available.

Empty weight of vessel = We

11.00 kN

Wt of vessel during erection = Wer

11.00 KN

Operating Wt.of Vessel

22.00 kN

= Wo

Wt.of vessel (hydro-test) = Wh

64.00 kN

Diameter of skirt=

1.250 m

Height of skirt =

1.210 m

Vessel Skirt Base Plate do

Area of base plt. for bearing check = Abp Fire proofing thickness = Fire proofing (FP) Material = Whether FP load included in Vendor input ? =

m2 0.00 mm Fendolite NO

B.C.D

Dbp

( Ref. Vessel Vendor Dwg. Keep it Blank if data is not available)

( Input from the drop down Cell menu ) (If already Fire Proofing (FP) load included in the Vendor provided vertical load input then,select " YES" otherwise select "NO"from the dropdown )

Load data (Refer Vendor data ):Wind Moment during erection/empty = Me

7.12 kN.m

Wind shear during erection/empty = Ve

3.09 kN

Wind moment during operation = Mo

7.12 kN.m

Wind shear during operation

3.09 kN

= Vo

Wind moment during HydroTest = Mh

7.12 kN.m

Wind shear during HydroTest

3.09 kN

= Vh

Seismic moment during erection = Seismic shear during erection = Seismic moment during operation = Seismic shear during operation =

0.00 0.00 6.78 2.43

kN.m kN kN.m kN

Seismic moment vessel empty = Seismic shear Vessel empty =

6.78 kN.m 2.43 kN

Shear and moment is reduced to 50% in hydrotest condition.

Note: Seismic loading under erection condition is not considered. Hence seismic moment and shear values under erection condition are considered as zero. These Values are worked on basis of empty weight of vessel.

Material data Density of Concrete = g c

25.00 kN/m3

Ref CL 3.7.1 of Civil & Structural Design Basis

Density of overburden soil = g s

19.00 kN/m3

Ref CL 3.7.1 of Civil & Structural Design Basis

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011

BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

Rev No.:

02A

PRE BY VLN CHK BY JKJ

RCC Design data :Cylinder Comp. strength of conc( fc')= fck Yield strength of reinforcement = fst Type of Coating on reinforcement =

Ref CL 7.1.1 of Civil & Structural Design Basis

420.00 N/mm2

Ref CL 7.1.2 of Civil & Structural Design Basis

Uncoated

Compressive strength of grout ( fg' ) = Modulus of elasticity of reinf. = Es Clear cover to concrete = cov Dia of bottom bar

28.00 N/mm2

24.00 N/mm2 200000 N/mm2

Ref CL 7.1.2 of Civil & Structural Design Basis

75.00 mm

Ref CL 7.1.4 of Civil & Structural Design Basis

= d1_a

C/C Spacing of bottom bar

Ref CL 12.5.2 of ACI-318-11

12 mm 200 mm

= Sp1_a

Dia of Top bar ( if reqd.)

= d1_b

12 mm

C/C Spacing of Top bar

= Sp1_b

200 mm

Dia of pedestal bars

= d_2

OK > Minimum (to be provided at bottom along bothways)

OK > Minimum (to be provided at top along bothways)

20 mm

Clear spacing for pedestal bars

= Spc

150 mm

OK

Dia.of pedestal peripheral tie bars = dt Vertical spacing of tie bar = Sv

10 mm 150 mm

(Spacing and configuration of tie bars shall comply CL.7.10.5 of ACI-318)

F.O.S against Overturning = F.O.S against Sliding = F.O.S against Overturning (seismic)= F.O.S against Sliding (seismic)=

1.5 1.5 1.5 1.5

Ref CL 6.1.2 of Civil & Structural Design Basis Ref CL 6.1.2 of Civil & Structural Design Basis Ref CL 6.1.2 of Civil & Structural Design Basis Ref CL 6.1.2 of Civil & Structural Design Basis

= F_1 = F_1 = F_1 = F_1

Operating condition only

Soil Data Allowable bearing capacity of soil

=

% increase of soil perm. Soil pressure = % increase of soil perm. Soil pressure = Friction Coeff. between soil & concrete =

150.00 kN/m2 25% (For Wind condition) 25% (For Earthquake condition)

m

WF1 WS1 Unit Weight of fire proofing Material = Wt of fire proofing ( bothside of skirt ) = Wt of concrete = Wt of overburden soil = Bouyance weight = Overburden pressure = Volume of concrete = Calculation of Passive Resistance:

H

P z

KP*gs*(D1-Ts)

Ref Geotechnical Report

0.35 4m 0 NO

Ground water table from FGL = Coefficient of Passive pressure = Kp Whether to consider Passive Pressure ?

74.33 kN (Weight of foundation if foundation type is 1) 7.36 kN (Weight of over burden soil if foundation type is 1) 7 kN/m3 0.00 kN ( Fire Proofing is considered on both side of skirt. Conservatively this is ignored for 74.33 kN Stability Calculation but Considered for Bearing Pressure Check ) 7.36 kN 0.00 kN 7.60 kN/m2 2.97 m3 ( Contribution of Passive Resistance has not been considered ) (Fp1) N.A

kN/m2

y

D1=(Df-y)=

0.700

Ts

(m *P z)

KP*gs*D1

(Fp2) N.A

kN/m2

Resistance due to passive pr. at the slab face = B*0.5*(Fp1+Fp2)*Ts = Fp =

0.00

kN

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

Rev No.:

02A

0014-9500-WGEL-D001-ISGP-U13000-CX-1206-00011 PRE BY VLN CHK BY JKJ

Bearing Capacity and Stability Check : Check stability of foundation under various load conditions

Stability calculation W = 83.42 KN Vessel Empty Condition = i) 0.9*DL (Empty) +1.0 WL ii) 0.9*DL (Empty) +0.7 EL Overturning Wind moment = (7.12 + 3.09*1)= Seismic moment = Weight of RCC foundation

0.7 *(6.78 + 2.43*1)= =

Weight of overburden soil = Wt of vessel (Empty condition) = Bouyant weight =

Vt = 3.1 kN

6.45 kN.m

0.9*74.33 =

66.90 KN

0.9*7.36 = 0.9*11 =

6.62 KN 9.90 kN 0.00 kN

Total weight (W) =

Mt =10.21 kN.m

10.21 kN.m

h=1m

X

83.42 KN 0.5*B= 1.05 m

Resisitive moment (Mr = WxB/2) =

0.5*83.421 * 2.1 =

Maxm. Toppling Moment (Mt) =

87.6 kN.m 10.21 kN.m

i) F.O.S(Mr/Mt) = ii) F.O.S(Mr/Mt) = Sliding Wind shear (Fs) = Seismic shear = Resisting Friction (Fr) = ( m*W )

87.59/10.21 = 87.59/6.45 =

i) F.O.S(Fr/Fs) = ii) F.O.S(Fr/Fs) =

29.2 / 3.09 29.2 / 1.7

83.42*0.35

Vessel Erection Condition = 1.0 DL (Erection) +0.2 WL Overturning Wind moment = 0.2*( 7.12 + 3.09*1 )

8.579 13.586

9.449 17.165

Total weight (W) =

92.69 KN 0.5*92.69 * 2.1 =

F.O.S(Mr/Mt) =

1.5 1.5

Foundation Safe Foundation Safe

> >

1.5 1.5

Foundation Safe Foundation Safe

>

1.5

Foundation Safe

2.04 kN.m 74.33 7.36 11.00 0.00

Maxm. Toppling Moment (Mt) =

> >

3.09 KN 1.70 KN 29.20 KN

Weight of RCC foundation = Weight of overburden soil = Wt of vessel (Erection condition) = Bouyant weight =

Resisitive moment (Mr = WxB/2) =

FREE BODY DIAGRAM FOR OVERTURNING ABOUT THE LINE THROUGH X

KN KN kN kN

97.3 kN.m 2.04 kN.m

97.32/2.04 =

47.661

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

Rev No.:

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0014-9500-WGEL-D001-ISGP-U13000-CX-1206-00011

Sliding Wind shear (Fs) = Resisting Friction (Fr) = ( m*W )

0.2*( 3.09 ) 92.69*0.35 =

F.O.S(Fr/Fs) =

32.44 / 0.62

0.62 KN 32.44 KN 52.494

>

1.5

Foundation Safe

Vessel Operating condition :-Load Comb = i) 1.0*DL (Operating) + 1.0*WL ii) 1.0*DL(Operating) + 0.7*EL iii) 0.9*DL(Operating) + 0.7*EL Overturning Wind Moment = 7.12 + 3.09 * 1 10.21 kN.m Seismic moment =

0.7*(6.78 + 2.43*1)=

Weight of RCC foundation = Weight of overburden soil= Wt of vessel (operating) = Bouyant weight = Total weight (W) = Resisitive momnt(Mr = WxB/2)= Maxm. Toppling Moment (Mt) =

6.45

kN.m 74.33 KN 7.36 KN 22.00 kN 0.00

66.90 KN 6.62 KN 19.80 KN 0.00

0.5*103.69 * 2.1 =

103.69 KN 108.9 kN.m 10.21 kN.m

i) F.O.S(Mr/Mt) = ii) F.O.S(Mr/Mt) = iii) F.O.S(Mr/Mt) = Sliding Wind shear (Fs) = Seismic shear = Resisting Friction (Fr) = ( m*W)

108.87/10.21 = 108.87/6.447 = 97.99/6.447 =

10.664 16.888 15.199

i) F.O.S(Fr/Fs) = ii) F.O.S(Fr/Fs) =

36.29 / 3.09 36.29 / 1.7

11.745 21.335

> >

1.5 1.5

Foundation Safe Foundation Safe

iii) F.O.S(Fr/Fs) =

32.66 / 1.7

19.202

>

1.5

Foundation Safe

103.69*0.35 =

93.32 KN 98.0 kN.m

> > >

1.5 1.5 1.5

3.09 KN 1.70 KN 36.29 KN

Foundation Safe Foundation Safe Foundation Safe

32.66 KN

PRE BY VLN CHK BY JKJ

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

Doc. No

BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

Rev No.:

02A

0014-9500-WGEL-D001-ISGP-U13000-CX-1206-00011 PRE BY VLN CHK BY JKJ

Calculation of Base pressure below footing mat: m

Geometric Property of foundation Bearing Area of Foundation base slab

Af = 0.828*B^2

3.65 m2

Min. Section Modulus of Fdn about (m-m) axis =

Zmm = 0.1011*B^3

0.94 m3

2.1

Calculation of soil pressure under various load combination Foundation load + overburden soil = Wt of fire proofing (considering both side of the skirt) Load case-2:

= 74.33 + 7.36 = 0=

m 81.69 kN 0.00 kN

0.9* DL(empty) + 1.0*WL is explained below in details :

Design vertical load (P)=(Fdn wt+ Soil wt+Empty wt.) =0.9*( 74.33+7.36+ 0+11) = Design moment(M) Pressure due to vertical load p1 (P/A) Pressure due to moment p2 (M/Z) p1+p2 p1-p2 e (M/P) e/df , where = df is the dia of the inscribed circle =1.041*B

= 7.12 + 3.09*1= = 83.421 / 3.651= = 10.21 / 0.936= = 22.849 + 10.908 = = 22.849 - 10.908 = = 10.21 / 83.421 =

= 0.122391 / (1.041*2.1) C1 (Co-efficient from Hand book of concrete engineering by Mark-Fintel) = C2 (Co-efficient from Hand book of concrete engineering by Mark-Fintel) = Modified stress (C2*P1) = 1.48 * 22.849 = Allowable gross pressure = 150*1.25 + 19*(1-0.3) = Percent increase of soil permissible pressure due to wind = 25% Percent increase of soil permissible pressure due to earthquake = 25%

83.42 10.21 22.85 10.91 33.76 11.94 0.1224

kN kNm kN/m2 kN/m2 kN/m2 kN/m2 m

0.060 1.000 1.480 33.76 kN/m2 200.80 kN/m2

Figure 5 -14 Page 145 Hand book of Concrete engineering by Mark Fintel For octagonal bases df shall be taken as 1.041*(Width), where, df is the dia of inscribed circle.

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

Rev No.:

02A

0014-9500-WGEL-D001-ISGP-U13000-CX-1206-00011

Allowable gross bearing pressure below footing :

1) Without Wind / Seismic: 2) With Wind : 3) With Earthquake:

JKJ

92.69 92.69 103.69 145.69

kN kN kN kN

TABLE-1

Other load cases are similarly computed and tabulated below :

Load combination DL of vessel DL from Soil 22.0 7.4 1.0* DL(Operating) 9.9 6.6 0.9*DL(Empty) + 1.0*WL 9.9 6.6 0.9*DL(Empty) + 0.7*EL 11.0 7.4 1.0*DL(Erection) + 0.5*WL 22.0 7.4 1.0*DL(Operating) + 1.0*WL 22.0 7.4 1.0*DL(Operating)+0.7*EL 19.8 6.6 0.9*DL(Operating)+0.7*EL 64.0 7.4 1.0*DL (Hydrotest wt.) 64.0 7.4 1.0*DL (Hydrotest wt.) + 0.5*WL : 0.9DL(Operating) + 1.0 WL combination neglected as earthquake is governing.

VLN CHK BY

163.30 kN/m2 200.80 kN/m2 200.80 kN/m2

Calculation of Basic Loads: DL (Empty) = Empty weight of Vessel + Footing Wt + Pedestal Wt + Wt of Over burden+ Wt of Fire proofing = DL (Erection) = Erection weight of Vessel + Footing Wt + Pedestal Wt + Wt of Over burden+Wt of fire proofing = DL (Operating) = Operating weight of Vessel (i.e empty+content) + Footing Wt + Pedestal Wt + Wt of Over burden+Wt of fire proofing = DL (Hydrotest) = Hydrotest weight of Vessel + Footing Wt + Pedestal Wt + Wt of Over burden+Wt of fire proofing =

Load case 2001 2002 2003 2004 2005 2006 2007 2008 2009 NOTE

PRE BY

DL from footing 74.3 66.9 66.9 74.3 74.3 74.3 66.9 74.3 74.3

DL from fire proofing 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

R.C.C. DESIGN OF FOOTING MAT AND PEDESTAL:

Moment 0.0 7.1 4.7 3.6 7.1 4.7 4.7 0.0 3.6

Shear 0.0 3.1 1.7 1.5 3.1 1.7 1.7 0.0 1.5

Total Total Moment Load (P) (M) 103.7 0.0 83.4 10.2 83.4 6.4 92.7 5.1 103.7 10.2 103.7 6.4 93.3 6.4 145.7 0.0 145.7 5.1

p1(P/A) 28.4 22.849 22.8 25.4 28.4 28.4 25.6 39.9 39.9

p2(M/Z) 0.0 10.9 6.9 5.5 10.9 6.9 6.9 0.0 5.5

p1+p2 28.4 33.8 29.7 30.8 39.3 35.3 32.4 39.9 45.4

THIS DESIGN IS VALID ONLY AS PER ACI - 318 : 2011 CODE

e/df

p1-p2 e(M/P) 28.4 0.00 0.000 11.9 0.12 0.060 16.0 0.08 0.040 19.9 0.06 0.030 17.5 0.10 0.050 21.5 0.06 0.030 18.7 0.07 0.040 39.9 0.00 0.000 34.5 0.04 0.020

C1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Mod. Pressur C2 e (Max) 1.00 28.4 1.480 33.8 1.32 29.7 1.24 30.8 1.40 39.3 1.24 35.3 1.32 32.4 1.00 39.9 1.16 45.4

Base Pressure Check = Max. gross base Pr. with WL/ EL = Max. gross base Pr. without WL/EL =

Factored Load and Base Pressure Calculation :

Result O.K O.K O.K O.K O.K O.K O.K O.K O.K

OK 45.4 39.9

kN/m2 kN/m2

Calculation of various parameters in the following table are same as explained above, except loads are multiplied by load factors. If entire footing base is in contact with soil, then redistribution of soil pressure is not required, hence, ( P/A+M/Z ) will give the maximum pressure. If tension below footing occurs then ,Modified Gross Pressure =C2*p1 would be used for design. B.M at the face of the pedestal has been calculated using gross maximum pressure and then to obtain net effect, B.M resulting from overburden has been deducted. TABLE-2

Factored load combinations for R.C.C design: Load case 1001 1002 1003 1004 1005 1006 1007 1008 1009

Load combination 1.4*DL (Operating) 0.9*DL(Empty) + 1.6*WL 0.9*DL(Empty) + 1.0*EL 0.9*DL(Erection) + 0.8*WL 1.2*DL(Operating) + 1.6*WL 1.2*DL(Operating)+ 1.0*EL 0.9*DL(Operating)+ 1.0*EL 1.4*DL (Hydrotest) 1.2*DL (Hydrotest) + 0.8* WL

Fact. Vertical load (P) 30.8 9.9 9.9 9.9 26.4 26.4 19.8 89.6 76.8

DL from Soil 10.3 6.6 6.6 6.6 8.8 8.8 6.6 10.3 8.8

DL from footing 104.1 66.9 66.9 66.9 89.2 89.2 66.9 104.1 89.2

DL from fire proofing 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Factored Moment 0.0 11.4 6.8 5.7 11.4 6.8 6.8 0.0 5.7

Factored Shear 0.0 4.9 2.4 2.5 4.9 2.4 2.4 0.0 2.5

Design Design Load (P) Moment (kN) M (kNm) 145.2 0.0 83.4 16.3 83.4 9.2 83.4 8.2 124.4 16.3 124.4 9.2 93.3 9.2 204.0 0.0 174.8 8.2

p1(P/A) 39.76 22.85 22.85 22.85 34.08 34.08 25.56 55.87 47.88

p2(M/Z) 0.00 17.45 9.84 8.73 17.45 9.84 9.84 0.00 8.73

p1+p2 39.8 40.3 32.7 31.6 51.5 43.9 35.4 55.9 56.6

p1-p2 e(M/P) e/df C1 C2 39.8 0.00 0.000 1.000 1.00 5.4 0.20 0.090 1.000 1.72 13.0 0.11 0.051 1.000 1.41 14.1 0.10 0.045 1.000 1.36 16.6 0.13 0.061 1.000 1.49 24.2 0.07 0.034 1.000 1.27 15.7 0.10 0.046 1.000 1.37 55.9 0.00 0.000 1.000 1.00 39.2 0.05 0.022 1.000 1.18 Maximum Gross base Pressure =

OverModified burden Stress stress 39.76 18.62 40.30 11.97 32.69 11.97 31.58 11.97 51.53 15.96 43.92 15.96 35.40 15.96 55.87 18.62 56.61 18.62 56.61 (kN/m2)

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

Rev No.:

02A

0014-9500-WGEL-D001-ISGP-U13000-CX-1206-00011

Gross maximum Soil pressure below footing base = Factored overburden pressure corresponding to Maximum gross pressure =

s ob =

Projection beyond pedestal/skirt = = 0.5*(2.1 - 1.8) = Effective depth of footing ( for main = 0.3 - 75/1000-1.5*12/1000 = Coefficient of contact of footing sla = C1 = Length of footing base slab in conta = L1 = C1*df = 1 *(1.041* 2.1) = Minimum pressure under the footing base slab = Applicable case for calculation of maximum B.M and S.F =

CASE =

56.61

kN/m2

18.62 0.15 0.207 1.000 2.100 39.16

kN/m2 m m m kN/m2

PRE BY VLN CHK BY JKJ

(Refer figure below)

(Refer figures given in the next page for CASE-1, CASE-2 ) Hence, the full footing base is in contact with soil, CASE-1 is applicable (Refer figures given below for CASE-1, 2 )

1

Critical section for B.M Critical section for S.F

L

L

L

s ob

(L-d)

(L-d)

D

L 1L

s MIN

s1

s1

s3

s1 s MAX

s2

B1

L 1

s4

s1 s2

B= L= d= L1 =

2.273 0.15 0.207 2.10

m m m m

s min = s max = s = s max-s min =

39.16

kN/m2

56.61

kN/m2

s MAX

s MAX L1

CASE-2

CASE-1

CASE-1 :

s3

CASE- III

[ Note: Here, Length of diagonal of octagon has been considered so, modified B = 1.0824*(actual width of footing) ]

17.45 kN/m2

Base pressure at the face of the pedestal, s 1=

s min+ [ (B-L)/B ]*s =

Base pressure at a dist d from the face of the pedestal, s 3=s min+ [ (B-L+d)/B ]*s =

55.46

kN/m2

55.46

kN/m2

Magnitude of the differential pressure (w.r.t s 1) at max pr. Location, s 2 =

(s max-s 1)

1.15

kN/m2

Magnitude of the differential pressure (w.r.t s 3) at max pr. Location, s 4 =

(s max-s 3)

1.15

kN/m2

(If L< d, then the formula is same as for s 1)

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

Rev No.:

02A

0014-9500-WGEL-D001-ISGP-U13000-CX-1206-00011 PRE BY VLN CHK BY JKJ

B.M at the face of the pedestal due to factored overburden, BM1= s ob*L2 / 2

0.21

kN.m/m width

S.F at a dist d from the face of the pedestal due to factored overburden, SF1 = s ob*(L-d)

0.00

kN/m width

S.F at the face of the pedestal due to factored overburden, SF2 = s ob*(L)

2.79

kN/m width

B.M at the face of the pedestal due to gross pr. =

B.M2 = s 1*L2/2 + s 2*L2/3

0.63

kN.m/m width

S.F at a dist.d from the face of the ped. due to gross pr. =

S.F3 = s 3*(L-d) + 0.5*s 4*(L-d)

0.00

kN/m width

S.F at the face of the pedestal due to gross pr.=

S.F4 = s 1*L + 0.5*s 2*L

8.41

kN/m width

N.A

kN/m2

N.A

kN/m2

Net design B.M and S.F for CASE-1 : B.M at the face of pedestal, B.M =(BM2 - BM1) = S.F at a dist.d from the face of the ped., S.F = (SF3-SF1) = S.F at the face of the pedestal , S.F = (SF4-SF2) =

CASE-2 :

B= L= d= L1 =

2.273 0.15 0.207 N.A

m m m m

s min = s max = s = s max-s min =

N.A

kN/m2

N.A

kN/m2 N.A

0.42 0.00 5.61

kN.m/m width kN/m width kN/m width

kN/m2

Base pressure at the face of the pedestal, s 1=

[ (L1-L)/L1 ]*s max =

Base pressure at a dist d from the face of the pedestal, s 3=[ (L1-L+d)/L1 ]*s max =

(If L< d, then the formula is same as for s 1)

Magnitude of the differential pressure (w.r.t s1) at max pr. Location, s 2 =

(s max-s 1)

N.A

kN/m2

Magnitude of the differential pressure (w.r.t s3) at max pr. Location, s 4 = B.M at the face of the pedestal due to factored overburden, BM1= s ob*(L2 / 2)

(s max-s 3)

N.A

kN/m2

N.A

kN.m/m width

N.A

kN/m width

N.A

kN/m width

S.F at a dist d from the face of the pedestal due to factored overburden, SF1 = s ob*(L-d) S.F at the face of the pedestal due to factored overburden, SF2 = s ob*(L) B.M at the face of the pedestal =

B.M2 = s 1*L2/2 + s 2*L2/3

N.A

kN.m/m width

S.F at a dist d from the face of the pedestal =

S.F3 = s 3*(L-d) + 0.5*s 4*(L-d)

N.A

kN/m width

S.F at the face of the pedestal =

S.F4 = s 1*L + 0.5*s 2*L

N.A

kN/m width

Net design B.M and S.F for CASE-2 : B.M at the face of pedestal, B.M =(BM2 - BM1) = S.F at a dist. d from the face of the ped., S.F = (SF3-SF1) = S.F at the face of the pedestal , S.F = (SF4-SF2) =

N.A N.A N.A

kN.m/m width kN/m width kN/m width

N.A means Not Applicable FINAL VALUES FOR STRENGTH DESIGN : Maximum factored B.M at edge of pedestal Factored Moment on top face ( g f used = 1.4 ) Maximum factored shear at distance d from pedestal Maximum factored shear at face of the pedestal

0.42 kN.m/m width 0.00 kNm/m width 0.00 kN/m width 5.61 kN/m width

I:\Active Projects - Dubai\BGC EPS Contract\WG_BGC_Contract_Disciplines\02-Civil\WG0014-Zubair Hammar PSF TEG - FEED\Calculations & Drawings\

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

0014-9500-WGEL-D001-ISGP-U13000-CX1206-00011 PRE BY

WG0011

Rev No.:

VLN CHK BY

1

JKJ

Strength Design of foundation THIS DESIGN IS VALID ONLY AS PER ACI - 318 : 2011 CODE

Basic equation for strength design is as follows :

Ref. Clause 10.2.7 ACI-318:11 Where, Mn = Nominal moment capacity of section Mu = Required moment capacity of the section Note: Nominal moment strength calculation is based on the tension controlled section. i.e stress in steel Fs = Fy Ref. Clause 10.2.1 to 10.2.7 ACI-318:11 where, The nominal moment strength is given as mentioned below:

Total comp. force, b = Width of the section a = Depth of compression block

b 1 = Neutral axis depth factor

Ref. Clause 10.2.7 ACI-318:11

c = Neutral axis depth of section Bottom Reinforcement:

Cc = Total comp force in the concrete,

Design bending Moment (at bottom)

Mub =

0.42

kN.m/m width

T =Total tensile force in steel = As* Fy

Design bending Moment (at top)

Mut =

0.00

kNm/m width

Strength reduction factor-1 for flexure

0.90

(Tension controlled)

Strength reduction factor-2 for flexure

f fbt = f fbc =

0.65

(Comp. controlled)

e c = Strain in the extreme fiber of conc. e st = Strain in the steel, For tension yeilding e st > e y > 0.2 %)

Strength reduction factor for Shear

fs

=

0.75

Strength reduction factor for bearing

fb

=

0.65

Refer CL 9.3.2 ACI318-11

Effective depth of the section

d=

Minimum Ast required = 0.09% of Ag

Ast,min = 270

0.207

From the equilibrium, T = Cc Neutral axis depth, can be calculated.

m mm2/m

Ref. Clause 10.5.4 & 7.12.2.1 ACI-318-11

Note: Half of 0.18% (i.e 0.09%) is taken as minimum reinforcement of bottom and same applies for top ,hence total=0.18% of Ag Yeild strength of reinforcement

fy =

420

N/mm2

Characteristic strength of conc.

fc' =

28

N/mm2

Reinf. dia & spacing for footing slab =

12 mm

dia @

200mm

Maximum spacing of reinforcement =

MIN ( 3*d or 450 mm)

Area of Reinforcement provided

Ast,prov =

Percent of reinforcement provided

r, prov = 0.27% 0.850 b1 =

(r,prov = 100*Ast/b*def, where, b = 1000mm )

Concrete Stress block depth factor Maximum permissible reinforcement

r ,max =

1.806%

(r,max = 0.85*fc'*b1*(0.375)/Fy) for tension controlled section

Percent of steel for balance failure

r ,b =

2.833%

( r,max= 0.625*r,b)

Nominal moment strength

Mn =

48.0

kN.m/m

###

c/c (provided at bottom along bothways) < = Maximum spacing, OK

mm2/m

Ref. Cl 10.5.4 ACI-318

> Minimum,OK

(b1 = 0.85-(0.05/7)*(fc'-28))

Ref. Explanation of CL 10.2.7

Ref. Explanation of CL 9.3.2.2 ACI-318

Check for Tension yielding for reinf. and Calculation of f factor: Depth of the rect. stress block in compression

a =As*Fy/(.85fc')*b

9.979

mm

Depth of the neutral axis of the section

c = a/b 1

11.740

mm

Minimum strain in steel at which yeilding occurs

e sy= Fy/Es = e c= e st= [ (d-c)/c ]*e c

0.002

Maximum strain Iin concrete in compression Strain in the steel for Ast,prov

0.003 0.04990

Ref. CL 10.2.7 ACI-318-11

Ref. CL 10.2.3 ACI-318-11 OK ,Yeilding in Ast confirmed

Hence, the section is a Tension controlled Section as per Clause 10.3.4 ACI-318M-11 Effective reduction factor for flexure =

0.65 + (e st - 0.002)*(250/3)

0.900

Ref. R 9.3.2 ACI-318-11

Reduced Nominal Moment capacity =

Mnc = f fb*Mn

43.18

> Mu = 0.42 , OK, Section Safe

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

0014-9500-WGEL-D001-ISGP-U13000-CX1206-00011 PRE BY

WG0011

Rev No.:

VLN CHK BY

1

JKJ

Top Reinforcement: Note: Clause No 7.12.2.1 of ACI-318-11 requires the minimum reinforcement for slabs for shrinkage and temperature effect shall be 0.18% of the gross area and this may be distributed to top and botton face as deemed necessary. Hence, at top it is sufficient to provide 0.09% (which is half of the total required) as minimum reinforcement. Effective depth of the section = d_top = 0.207 m Factored Moment at top face

Mut =

0.00

kN.m/m

Minimum area of reinforcement

Ast,min =

270.0

mm2/m

( half of the minimum 0.18% =0.09%)

Reinf. dia & spacing for footing slab

f d and Sp =

12 mm

dia @

200mm

Maximum spacing of reinforcement =

MIN ( 3*d_top or 450 mm)

< = Maximum spacing, OK

Area of top reinforcement porovided

Ast,prov =

565.49

mm2/m

Nominal Moment. strength of the section

Mn =

47.98

kN.m/m

c/c Ref. Cl 10.5.4 ACI-318

> Minimum,OK

Check for Tension yielding for reinf. and Calculation of f factor: Depth of the rect. stress block in compression

a =As*Fy/(0.85fc')*b

9.979

mm

Depth of the neutral axis of the section

c = a/b 1

11.740

mm

Minimum strain in steel at which yeilding occurs

e sy= Fy/Es = e c= e st= [ (d-c)/c ]*e c

0.002

Maximum strain Iin concrete in compression Strain in the steel for Ast,prov

0.003 0.04990

Ref. CL 10.2.7 ACI-318M-11

Ref. CL 10.2.3 ACI-318-11 OK ,Yeilding in Ast confirmed

Hence, the section is a Tension controlled Section as per Clause 10.3.4 ACI-318M-11 Effective reduction factor for flexure =

0.65 + (e st - 0.002)*(250/3)

0.900

Ref. R 9.3.2 ACI-318-11

Reduced Nominal Moment capacity =

Mnt = f fb*Mn

43.18

> Mu = 0 , OK, Section Safe Hatched portion = Tributary area for Two-way shear force calculation.

B

CHECK FOR SHEAR :- 2 1

b1

1 critical sections

X

c1

L

Equivalent Square of the octagonal pedestal

d

0.5*d

b1+d

Critical Section for one-way shear

fig-2

fig-1

Geometric Properties for octagonal footing Mat/Slab: Plan Area

Af =

0.82842*B2

Length of side

L=

0.41421*B

Length

X=

0.29289*B

Basic equation for design of cross-section subjected to shear is given below: Ref. CL 11.1.1 of ACI-318-11 Check for one-way Shear (Wide beam action) : Nominal Shear strength of concrete alone is given by the equation : Ref. CL 11.2.1.1 of ACI-318-11 8.3 MPa Modification factor for the density of concrete Value for

(for the grade of concrete used)

Ref. CL 11.1.2 of ACI-318-11 l= =

( Ref. CL 8.6.1 of ACI-318-11 )

1.00

( For light wt =0.85, for Normal Wt =1.0 and interpolation permissble )

5.292

< 8.3 Mpa, OK

Effective depth of the section =

def =

0.207

mm

Nominal Shear resistance by concrete alone

Vnc =

186.2

kN/m width

Reduced Nominal shear stress =

ftvn =

0.675

N/mm2

Reduced Nominal shear resistance =

f sVnc = 139.7

kN/m width

Projection of the footing slab beyond pedestal =

Lsh =

0.150

m

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

0014-9500-WGEL-D001-ISGP-U13000-CX1206-00011 PRE BY

WG0011

Rev No.:

VLN CHK BY

1

JKJ

(i) Check at a dist.d from the face of the pedestal : Shear force at the critical section = Shear stress at the Section-1 =

Vu =

t vu1 = Vu/bd =

0.0

kN/m width

0.000

N/mm2

5.6

kN/m width

0.027

N/mm2

OK, Foundation is safe in shear

(ii) Check at the face of the pedestal : Shear force at the critical section = Shear stress at the Section-2 =

Vu =

t vu2 = Vu/bd

OK, Foundation is safe in shear

Check two-way shear (Punching) : (This Check considers the effect of transfer of unbalanced moments from column to slab Ref CL. 11.11.7 of ACI318-11) One of the following three cases may arise: CASE-1: Critical shear perimeter (at a dist. d/2 from the face of the pedestal) is within the octagonal Mat (refer fig-3) CASE-2: Critical shear perimeter is falling partially outside the octagonal footing Mat (refer fig-4) CASE-3: Critical shear perimeter section lies entirely outside the octagonal footing Mat (refer fig-5)

x5 CCD

B

CAB

c1+d = 2x1 x5 = B - 2*x3

c2+d

x4

Critical Section

x3

c1

0.5*x2

x2

c1+d

x1

Critical Section

c2

0.5*d

c1 CAB

fig-3 (CASE-1)

Critical section falling outside the footing Mat. Punching check not required.

CCD

fig-5 (CASE-3)

fig-4 (CASE-2)

Check the applicable Case for punching =

CASE-2 (c1+d)>x5

Note:A hypothetical square of side x5 is conservatively considered for CASE-2.

(c1+d) = 2x1 =

1.845

m

x1 = 0.5*(c1+d) =

0.922

m

Column Type based on location

Col =

Interior column

x2 = 0.4142*B =

0.870

m

Width of octagonal pedestal

b1 =

1.80 m

x3 = (x1- 0.5*x2) =

0.488

m

Width of footing base slab

B=

2.10 m

x4 = ( 0.5*B - x1) =

0.128

m

Perimeter at the critical section of Mat ,

bo = 4*( x5 ) =

x5 = ( B - 2*x3 ) =

1.125

m

4.50

m

Two-way shear resistance shall be taken as the minimum of (a), (b) & (c) Ratio of longerside to shorter side

b=

Factor for depending on col location

as =

1 ( for octagonal / equivalent square pedestal ) 40 Ref. CL 11.11.2.1 of ACI-318M-11

Nominal shear strength of concrete for two way action of a slab is given by the following equation: Two-way shear capacity of concrete alone (No shear reinforcement) is calculated below : ( Ref. CL 11.11.2.1 of ACI-318M-11 )

2513.6265 kN 1570.92 kN 1626.4642 kN

Minimum nominal punching strength

Vpn = MIN(a, b, c)

1570.92 kN

Reduced strength in punching shear

Vp =fs*Vpn

1178.19 kN

Permissible punching shear stress

t p =Vp/(bo*d)

1.265 N/mm2

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BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

0014-9500-WGEL-D001-ISGP-U13000-CX1206-00011 PRE BY

WG0011

Rev No.:

VLN CHK BY

1

JKJ

Calculation of developed Punching Stress: Note: The Punching shear calculation is valid only for an interior column where the critical shear section forms a closed area and the centroidal axis lies along the center line of the pedestal but for an edge or corner column all calculation has to be w.r.t the actual calculated centroidal axis. The parameter Jc (analogous to polar moment of inertia) has to be calculated about the actual centroidal axis along with other forces. Cross-sectional area of the octagon pedestal,Aped =0.828*b12 =

2.68 m2

Side of the equivalent square of the octagonal pedestal =

1.64 m

Hence, the length of the transformed pedestal, c1= c2 =

1.64 m

Hence, the Centroidal Axis of the shear perimeter lies exactly along the centre line of the octagonal/equivalent square column Area within the punching perimeter, Apc =0.828*(b1+d)2 =

3.34 m2

Total base area of footing, Af = 0. 8284*B

3.65 m2

2

Tributary area for punching shear Ap =Af-Apc, if Af > Apc Area of punching shear stress calculation, Ac =bo*d

0.32 m2

( Refer fig -2, hatched portion )

0.931 m2

The factored shear stress considering the co-existing effect of punching due to shear force, Vup and Torsional moment, Mu shall be calculated as per the following equations:

Ref. Cl. R11.11.7.2 of ACI-318-11

t u(AB) =[ Vup/AC ] + [ g v*Mu*cAB/JC ] ------------(1)

where,cAB = 0.5*(c1+d) =

0.922 m

t u(CD) =[ Vup/AC ] - [ g v*Mu*cCD/JC ] ------------(2)

where,cCD = 0.5*(c1+d) =

0.922 m

The fraction of unbalanced M to be transferred by flexure,g f =

0.60 60 % transferred through flexure

The fraction of M to be transferred by Shear, g v= ( 1-g f ) =

0.40 40 % transferred through Shear from Torsional Mt.

( Ref cl.13.5.3.2 ACI-318M-11 ) Property of the critical shear section (anlogous to J), JC = [ d*(c1+d)3/6 ] + [ (c1+d)*d3/6 ] + [ d*(c1+d)2*(c2+d)/2 ] (for CASE-1) JC = [ d*(x5)3/6 ] + [ (x5)*d3/6 ] + [ (x5)*d*(x5)2*/2 ] (for CASE-2) Note: A hypothetical square of side x5 has been conservatively considered for Jc calculation for CASE-2. Polar moment of inertia about centroidal axis, JC =

0.20 m4 RV = g v*cAB/JC =

Calculation of Punching Shear Stress:

1.8625

m-3

Vup and Mu are calculated as per formula indicated below: Vup =( Total vertical load at base )*(Ap /Af) = The fraction of total vertical load contributing in developing punching shear stress Mu = Moment at the junction of footing slab and pedestal Load combinations

Vup

Mu

Vup/Ac

t 1-t 2

(kNm)

t 1 (N/mm2)

g V*Mu*cAB/Jc t 2 (N/mm2)

t 1+t 2

(kN)

(N/mm2)

(N/mm2)

Remark

1.4*DL (Operating)

12.64

0.00

0.014

0.000

0.014

0.014

OK

0.9*DL(Empty) + 1.6*WL

7.26

15.13

0.008

0.028

0.036

-0.020

OK

0.9*DL(Empty) + 1.0*EL

7.26

8.48

0.008

0.016

0.024

-0.008

OK

0.9*DL(Erection) + 0.4*WL

7.26

7.20

0.008

0.013

0.021

-0.006

OK

1.2*DL(Operating) + 1.6*WL

10.83

15.13

0.012

0.028

0.040

-0.017

OK

1.2*DL(Operating)+ 1.0*EL

10.83

8.48

0.012

0.016

0.027

-0.004

OK

0.9*DL(Operating)+ 1.0*EL

8.12

8.48

0.009

0.016

0.025

-0.007

OK

1.4*DL (Hydrotest)

17.76

0.00

0.019

0.000

0.019

0.019

OK

1.2*DL (Hydrotest) + 0.80* WL

15.22

7.57

0.016

0.014

0.030

0.002

OK

Check against Punching Shear =

OK

Maximum Punching stress develop =

0.040

Permissible punching stress of footing slab = 1.265

N/mm2 N/mm2

Bearing Stress on Concrete : Note: Bearing pressure on concrete has been calculated assuming the base plate to be Annular. If this assumption does not hold good then, separate calculation for bearing check on concrete can be done as per the actual base plate size and shape Design Bearing Pressure u/s base plt Area of base plate resting on conc.

sb,max =f*(0.85*fc') Aplt =

15.47 N/mm2

Ref. CL 10.14.1 ACI-318-11

1.11 m2

(Note:If Size & Area of base plate is not given then Aplt =0.25*p *[ (B.C.D+0.3)2- (B.C.D-0.3)2] is assumed to resist the load) Factored maximum vertical load =

P = 1.4*P(Max) =

Max. bearing pr. below base plate, p(max) =( P/Aplt ) =

89.6 kN 0.080 N/mm2

Where,Pmax = Max (We,Wer,Wo,Wh) OK, Concrete Safe in bearing

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

Doc. No

BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

0014-9500-WGEL-D001-ISGP-U13000-CX1206-00011 PRE BY

WG0011

Rev No.:

VLN CHK BY

1

JKJ

Design of pedestal : Maximum factored vertical load

Fv,max = 1.4*Pmax

89.6 kN [ Pmax = Max(We,Wer,Wo,Wh) ]

Area of octagonal pedestal

Aped = Ag

2.68 m2

Equivalent face of square

Lp = Sqrt (Aped) =

1.64 m

Unsupported Length of the pedestal

Lc = 2*(Df-Ts)

Minimum lateral dimension

Lp =

( Ref. Clause 22.8.2 of ACI-318M-11 )

Lc / Lp =

1.4 m [Unsupported L = 2.0*(Cantilever Length)] 1.64 m (Considering equivalent square) 0.855 < 3.00

Pedestal

as Lc/Lp ratio < = 3.0, hence can be classified as ' PEDESTAL' as per Cl. 22.8.3. Actual area reqd. for pedestal to support axial load

0.006 m2 < < Aped

Ag,reqd =

[ formula =Fv,max / (0.85*f*fc') ]

In case of vertical vessels, pedstal size is governed by the vessel dimensions.Pedstal sizes are significantly higher than reqd.

Check Pedestal (Structural Plain Concrete) : 1) Check-1: Stress at Tension and Compression face of pedestal (as per CL 22.5.3) 2) Check-2: Bearing Pressure beneath Base Plate at top of pedestal (as per CL 22.8.3) If both of the above clauses are satisfied, then the pedestal requires only a minimum vertical reinforcement to transfer anchor bolt tensile forces or, to match design capacity of anchor bolts ignoring the concrete and may be proportioned as per the ratio of yeild stress of anchor bolt (fyb) to that of reinforcing bars (fst). Check-1: Stress at Compression and Tension face ( Ref. Clause 22.5.3 of ACI-318M-11 )

(at the base of the pedestal)

Structural plain cement concrete members subjected to combined flexure and compression shall be proportioned as stated below: On the Compression face : after substituing the value for Pn and Mn, the equation reduces to as Equation-1: (Equation-1)

On the Tension face : which reduces to as equation-2 stated below: (Equation-2) fc' =Cylinder compressive strength of concrete

28 N/mm2 1.4 m (effective length =K*L, where , K = 2 for cantilever)

Lc = Length of compression member (c/c dist. of joints) h =Equivalent Overall thickness of the member (Octagon)

1.64 m (Ref. CL.22.7.7 of ACI-318M-11 )

Sm =Appropriate elastic section modulus =0.1011*b13

0.59 m3 (The least elastic mod. of pedestal about diagonal)

A1 = Loaded Area (Annular base ring area)

1.11 m2

Ag = Gross area of pedestal =0.828*b1

2.683 m2

2

f =Reduction factor for flexure,comp.,shear and bearing Calculation of the term, f Pn = Calculation of the term, f Mn = Calculation of the term,

0.60 (Ref. CL. 9.3.5 of ACI-318M-11)

11227.7 kN 8419.7 kNm

=

1.333 N/mm2

(This is the max permissible tensile stress on Tension Face)

(All loads in the below mentioned table are at the base of the pedestal i.e. at the junction of pedestal and footing mat) Pu (kN)

Mu(kNm)

1.4*DL (Operating)

96.52

0.00

Weight of Soil above Mat, Ws =

0.9*DL(Empty) + 1.6*WL

52.15

15.13

Weight of pedestal, Wp =

0.9*DL(Empty) + 1.0*EL

52.15

8.48

0.9*DL(Erection) + 0.4*WL

52.15

7.20

1.2*DL(Operating) + 1.6*WL

82.73

15.13

1.2*DL(Operating)+ 1.0*EL

82.73

8.48

0.9*DL(Operating)+ 1.0*EL

62.05

8.48

1.4*DL (Hydrotest)

155.32

0.00

1.2*DL (Hydrotest) + 0.80* WL

133.13

7.57

Load combinations

Weight of footing Mat, Wf =

27.39 kN 7.36 kN 46.95 kN

Pu and Mu calculation for case: 0.9*DL(Empty)+1.3*WL(n) Pu = P (Table-2) - 0.9*(Wf+Ws) = 83.4 - 0.9*(27.39+7.36) = 52.15 kN Mu = M (Table-2) - 1.3*(Ve*Ts) = 16.3 - 1.3*(0.93) = 15.13 kNm

"Table -2" refers to bearing capacity calculation table for factored load

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

Doc. No

BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001 R1 = = Load combinations

0014-9500-WGEL-D001-ISGP-U13000-CX1206-00011 PRE BY

WG0011

Rev No.:

VLN CHK BY

1

JKJ

R2 = Compression face of pedestal PU /fPn

MU /fMn

R1

Remark

Tension face of pedestal MU/Sm

PU/Ag

R2

N/mm2

N/mm2

N/mm2

Remark

1.4*DL (Operating)

0.009

0.0000

0.009

OK

0.000

0.036

-0.036

OK

0.9*DL(Empty) + 1.6*WL

0.005

0.0018

0.006

OK

0.026

0.019

0.006

OK

0.9*DL(Empty) + 1.0*EL

0.005

0.0010

0.006

OK

0.014

0.019

-0.005

OK

0.9*DL(Erection) + 0.4*WL

0.005

0.0009

0.006

OK

0.012

0.019

-0.007

OK

1.2*DL(Operating) + 1.6*WL

0.007

0.0018

0.009

OK

0.026

0.031

-0.005

OK

1.2*DL(Operating)+ 1.0*EL

0.007

0.0010

0.008

OK

0.014

0.031

-0.016

OK

0.9*DL(Operating)+ 1.0*EL

0.006

0.0010

0.007

OK

0.014

0.023

-0.009

OK

1.4*DL (Hydrotest)

0.014

0.0000

0.014

OK

0.000

0.058

-0.058

OK

1.2*DL (Hydrotest) + 0.80* WL

0.012

0.0009

0.013

OK

0.013

0.050

-0.037

Max =

0.014

Max =

0.006

(Permissible =1.33

OK

N/mm2 N/mm2)

Clause 22.5.3 is satisfied on tension and compression face Check-2: Bearing Pressure beneath base plate ( Ref. Clause 22.8.3 & 22.5.5 of ACI-318M-11 )

(at the top of the pedestal)

(All loads in the below mentioned table are at the top of the pedestal ) Load combinations

P

P/Abp

(kN)

(N/mm2)

(N/mm2)

Remark

1.4*DL (Operating)

30.8

0.028

14.28

OK

0.9*DL(Empty) + 1.6*WL

9.9

0.009

14.28

OK

0.9*DL(Empty) + 1.0*EL

9.9

0.009

14.28

0.9*DL(Erection) + 0.4*WL

9.9

0.009

1.2*DL(Operating) + 1.6*WL

26.4

1.2*DL(Operating)+ 1.0*EL 0.9*DL(Operating)+ 1.0*EL

Vessel load at top of pedestal:

OK

We = Wer = Wo =

14.28

OK

Wh =

0.024

14.28

OK

26.4

0.024

14.28

OK

19.8

0.018

14.28

OK

1.4*DL (Hydrotest)

89.6

0.080

14.28

OK

1.2*DL (Hydrotest) + 0.80* WL

76.8

0.069

14.28

OK

Clause 22.8.3 is satisfied.

11

kN

11

kN

22

kN

64

kN

Check the applicability of CL 22.5.3, CL 22.8.3 & CL 22.8.2 =

Applicable

Reinforcement: If all clauses (i.e CL 22.5.3, CL 22.5.5, CL 22.8.2 & CL 22.8.3) are satisfied then CASE-1 is applicable CASE-1 : Minimum vertical reinforcement of pedestal to match design strength of Anchor bolt: In this case, vertical bars of pedestal are provided to transfer Anchor bolt tensile forces from pedestal to footing slab and the proportion of pedestal vertical bars shall be done to match the design strength of Anchor bolt, ignoring the concrete. For proportioning of pedestal vertical reinforcement to match the design capacity of Anchor bolt in tension (ignoring the concrete) the yeild strength of anchor bolt (fyb) is replaced by the yeild strength of rebars (fst). Note: If Case-1 is applicable then, detailing of reineforcement shall be done so as to ensure that, anchor bolt tensile forces are getting transferred properly to the pedestal vertical rebars. Ref. clause appendix-D commentry, RD 5.2.9 of ACI318M-11 Total gross C/S area of Anchor bolts,Ab=Nab*(p/ 4 ) *Dab2

=

1809.6 mm2

Equivalent steel Area reqd. to that of Anchor bolt area , A1=

1077.1 mm2

where, A1 = (fyb/fst)*Ab

Area of rebar reqd. to match design strength (Nsa),

2600.0 mm2

where, A2 = Nab*(Nsa/futa)

2600.0 mm2

Note: If Ast1 < 0.18% of Ag , then (0.18%)*Ag

A2 =

Reinforcement C/S area = Maximum of ( A1, A2 ) = Ast1

will be provided. CASE-2 : Minimum reinforcement as per ACI-318 Area of steel required by CL 10.9.1

A3=(1%)*Ag,reqd =

Area of steel required by CL 10.8.4

A4 = (1%)*(1/2)*Ag=

Reinforcement C/S area = Maximum of ( A3, A4 ) = Ast2

62.7 mm2

Ref. CL 10.9.1 ACI-318M-11

13413.6 mm2

Ref. CL 10.8.4 ACI-318M-11

13413.6 mm2

Note: 0.18% of gross area of pedestal will be provided as Minimum vertical reinforcement as per general engineering practices. Reinforcement to be provided for pedestal :

Ast =

4828.9 mm2

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

Doc. No

BASRAH - HAMMAR PERMANENT EG DEHYDRATION FACILITY

Job No.

DESIGN CALCULATION -FDN OF INST. AIR RECEIVER N004-V-47001

0014-9500-WGEL-D001-ISGP-U13000-CX1206-00011

Rev No.:

VLN CHK BY

1

Design maximum axial load capacity

fPn,max = 0.80*f*[ 0.85*fc'*(Ag-Asc)+Fst*Ast ]

Concentric maximum design axial load

fPn,max =

Maximum Axial load on column

Fmax =

No of bars and spacing required

Nd and Sp =

JKJ Ref. CL 10.3.6.2 ACI-318M-11

34196.2112 kN 155.3 kN

24

Clear spacing provided for reinforcing bars, Sp,clear = Check clear minimum spacing of reinf.

PRE BY

WG0011

OK Nos @

210.75

mm c/c

191 mm

Sp,min =

150 mm

OK

Side Face Reinforcement : Thickness for the slab provided, Ts =

300

mm

When overall thickness of base slab (Ts) is more than 900 mm skin reinf. needs to be provided.

Ref. CL 10.6.7 of ACI-318M-11

As (Ts ) < 900 mm skin reinforcement not required. The spacing of reinforcement closest to the tension face, s, shall not exceed : Ref. EQ 10.6.4 of ACI-318M-11 Where, Cc = Least distance from the surface of the skin reinforcement to the side face.

75

mm

280

N/mm2 ( Ref. Cl 10.6.4 )

fs = Stress in reinf. closest to the tension face at service load and shall be calculated on the unfactored moment. ACI-318-11M permits fs = (2/3)*fy s = Spacing of skin/side face reinforcement closest to the tension face

N.A

sMAX = Maximum spacing of skin/side face reinforcement closest to the tension face

N.A

Hence, Skin Renforcement not required by design.

Calculation of Tie (stirrup) : For vertical vessel pedestal, ties are not generally required to resist the lateral shear as concrete alone is sufficient resist the shear, rather lateral ties are provided to hold main vertical rebars and keep them in place during casting. It is better practice to provide at least 3 to 4 tie bars @ closer spacing ( 75 mm c/c) at the top of pedestal to resist cracking at top. Nominal Shear capacity of concrete alone:

Ref. CL 11.2.1.1 of ACI-318-11

Equivalent side of octagonal pedestal =

1.638

m

Effective depth of pedestal along shear =

1.543

m

Max. factored shear force on pedestal =

4.9

Design Shear capacity of concrete alone =

kN (Refer Table-2 of bearing capacity calculation for factored load)

1705

kN

Minimum vertical spacing (Sv) check for stirrups : 16 times the main bar dia ,Spt_1 =

> 4.944 kN

Ref. CL 7.10.5 of ACI-318-11

320 mm

48 times the tie bar dia , Spt_2 =

480 mm

Least lateral dimension , Spt_3 =

1638 mm

Vertical spacing of stirrups prov., Sv =

OK

150 mm

OK

< Maximum Spacing

Note: In addition to the spacing criteria mentioned above, detailing shall conform to requirements of ACI-318M-11, Clause 7.10

Vertical Vessel foundation Check List: (For internal use, need not to be produced)

1)

User should try to size the foundation pier/column such that , Height(Lc) / Width(Lp) < = 3.0 is satisfied. For column with Lc/Lp > 3.00, this program is not valid, it needes to be designed for actual compression (P) and Bending (M)

2) 3) 4)

This spreadsheet will not allow the footing slab base to lose contact more than 50% of the base area, so when tension develops, it is ensured that at least 50% of base is in contact with soil. The input (cells marked with yellow color) of this spreadsheet are to be cheked by the respective user to meet project specification Development Length (Ldh) can be checked internally and detailing shall satisfy the requirement of development length of footing

5) 6) 7)

If data for base plate not provided, Bearing Stress on concrete is calculated assumed the vessel base plate to be annular and of outer dia = B.C.D+0.3m and inner dia =B.C.D-0.3m, If this assumption does not hold good then bearing stress can be calculated as per actual base plate shape and size Pedestal vertical reinforcement arrangement shall ensure that all tensile force of anchor bolts get transferred to concrete pedestal to footing Slab/Mat Maximum e/df ratio under Factored load combination shall be based on engineering judgement. For Unfactored load it shall be restricted to 0.30