FW Pipe Rack Document

8/10/2019 FW Pipe Rack Document

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CONTRACT NO: 1-14-3040/59 CALCULATION NO: 3041-8310-CA-0130

CLIENT: SHELL EASTERN PETROLEUM (PTE) Ltd.,

PROJECT TITLE: SEPC-MEG

DISCIPLINE: Civil Engineering

SUBJECT

MAIN PIPE RACK SUBSTRUCTURE DESIGN

DRAWING NO'S.3041-8310-43-0015 RA AREA MAIN E-W PIPE RACK FOUNDATION LAYOUT.3041-8310-43-0016 RB AREA MAIN E-W PIPE RACK FOUNDATION LAYOUT.3041-8310-43-0017 RC AREA MAIN E-W PIPE RACK FOUNDATION LAYOUT.

REFERENCE DATA

DESIGN BASIS

SS CP 65 : Part 1 : 1999

BS 6399- Part-2 : 1997 Loading for Buildings - Part 2 Code of practice for wind loads3041-8310-SP-3002 Civil/Structural Engineering Guide2721-8310-RP-0002 Preliminary Interpretative Report for Shell Houdini Project -Rev. 1DEP 34.00.01.30 Gen. Technical specification - Minimum specification for Design

and Engineering

REMARKS

DATE DESCRIPTION ORIGINATOR CHECKER APPROVER2-Apr-07 Issued for Authority Approval S.L. NARAYANA V. PREMA

Code of practice for structural use of concrete (IncorporatingErratum No.1, September 2000)

DSN: 9317

Page 1 of 28

SAFETY CALCULATION: YES

A1REV

COMPUTER PROGRAM:EXCEL

CALCULATION CLASS: 1





OF

Cl. No Items

COVER SHEET

AMENDMENT SHEET

ENGINEER'S & CHECKER'S STANDARD CERTIFICATION

CONTENTS

SCOPE

DESCRIPTION

DESIGN INFORMATION

ANALYSIS METHODOLOGY

PILE CAPACITY

DESIGN PHILOSOPHY

POCKET DESIGN

GROUND BEAM -1, DESIGN

9.0 ANCHOR BOLT DESIGN

BASE PLATE DESIGN

PLINTH DESIGN

GROUND BEAM - 6 DESIGN

ENGINEER'S & CHECKER'S STANDARD CERTIFICATION

APPENDIX - A POKCET DESIGN FOR ERECTION MOMENTS

APPENDIX - B DRAWINGS

A1 TO A3

B1 TO B4

8.0

CONTRACT NO : 1 - 14 - 3040/ 59

SAFETY CALC. YES

CALC. NO

3.0

7.0

5.0

10.0

PROJECT:

9

3041-8310-CA-0130

Approver

MAIN PIPE RACK SUBSTRUCTURE DESIGN 4

Checker

SLN VPP

Sheet No :

Date

2-Apr-07A1

FOSTER WHEELER

SEPC-MEG Rev

28

Originator

SUBJECT :

20

6.0

21

10

9

18

9

CONTENTS

Sheet No.

4.0

2

5

1.0

1

3

4

5

52.0

28

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12.0

23

26



OF

DESIGN INFORMATION

DESIGN CODES & SPECIFICATIONS

a) SS CP 4 : 2003 : Code of practice for foundations

b) SS CP 65 : Part 1: 1999 : Code of practice for structural use of concrete(Incorporating Erratum No.1, September 2000)

c) BS 8110 -1: 1997 : Part 1:Code of practice for design andconstruction (Incorporating Amendments Nos: 1, 2 and 3)

d) BS 6399 -1: 1996 : Loading for buildings: Part 1 : Code of practice for Dead & Imposed

Loads

e) BS 6399 -2 : 1997 : Loading for buildings: Part 2 : Code of practice for Wind Loads

f) BS 5950-1 : 2000 : Structural use of Steelwork in building.Part 1: Code of practice for design Rolled andwelded sections(incorporating corrigendum No:1)

g) SS CP 73 : 1998 : Code of practice for Design of concretestructures for retaining aqueous liquids

h) Singapore Building Control Regulations (S 148/1989, Fourth, fifth & Sixth)

i) Singapore Civil Defence Force : Code of Practice for Fire Precautions in

Buildings, 1997 - (Fire Safety Bureau)MATERIALS

a) Structural Steel

(i) Steel Section - BS EN 10210 for Hollow Section (hot-finished)(Grade S275 JR) BS EN 10025 for other non-alloy steel

(ii) Chequered floor plate - Grade S275 JR

FOSTER WHEELER

1 - 14 - 3040/ 59

PROJECT: SEPC-MEG Rev

SUBJECT :

SAFETY CALC. YES

A1 SLN2-Apr-07

Sheet No :

Originator

28MAIN PIPE RACK SUBSTRUCTURE DESIGN

Date

3041-8310-CA-0130

5

Checker

VPP

Approver

2.0

CONTRACT NO :

SCOPE

CALC. NO

1.0

3.2

3.0

3.1

DESCRIPTION

This document covers the substructure design for main pipe rack (excluding standard pile caps). Designof standard pile caps are covered in Doc. No. 3041-8310-CA-3001.

Main pipe rack columns are precast concrete members except stair case columns. Stair case columns aresteel members and which are supported on plinth with base plate and anchor bolts. Stair case column pilecaps are connected with ground beams for sharing of lateral forces. Ground beams are also providedalong longitudinal(E-W) direction of pipe rack at braced bay locations for sharing of longitudinal forcesfrom superstructure.





OF

b) Imposed Loads

Unless otherwise stated in the calculation, imposed loads shall be based on the following.

c) Wind Loading

Wind loading shall be in accordance with BS 6399-2: 1997 & Shell DEP 34.00.01.30 GENGround roughness category: Country. As per cl. 8.3.7 of

3041-8310-SP-3002 The site wind speed to be taken equals basic wind speed as specified in Cl. 8.3.7 of 3041-8310-SP-3002

Wind loads for Buildings and Structures

All structures shall be designed for 10 second gust.

GROUND WATER TABLE

The ground water level is approximately 1.5m below 5.4m ACD As per cl. 3.14.4 of3041-8820-SP-0001

STRUCTURAL SUMMARY

The scope of this submission consists of main pipe rack substructure design .

Piping load(excluding empty weight of pipe)

b) Pipes larger than 300 mm diameter Concentrated loads in their actuallocations.

10 Hand railing, horizontal 1 kN point load at any one point

1.5 kN/m 2 (Test condition)

11 Ladder, moving concentrated load 2.5 kN12

8 Compressor/generator platforms 10.0 kN/m 2(See Note 1)9 Exchanger head platform areas or similar 5.0 kN/m 2 (See Note 1)

7 Storage areas, heavy 10.0 kN/m 2

(To be determined considering the intended

5 Exit or public stairs 5.0 kN/m 2

6 Storage areas, light 5.0 kN/m 2

Access platforms, walkways and tower 2.0 kN/m 2 or single point load of 3.0 kN3 Roof areas accessible for inspection and 1.5 kN/m 2 or single point load of 2.0 kN4 Plant stairs 3.0 kN/m 2

Item Floor Area Usage Imposed Load1 Operating and service areas 5.0 kN/m 2 (See Note 1) or single point load of 7.52

FOSTER WHEELER SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN 7

PROJECT: SEPC-MEG Rev Date Originator Checker

1 - 14 - 3040/ 59 A1 2-Apr-07

Sheet No :

SLN VPP

28

Approver

a) Piping less than 300 mm diameter 0.7 kN/m 2 (Operating condition)

Note 1 :- This live load applies only to platforms and floor slabs in areas where the possibility exists ofthe flooring or slab being subjected to a concentrated load from either equipment parts or heavy tools.

SAFETY CALC. YES

3041-8310-CA-0130

3.5

3.4

Design wind pressure shall be determined for an hourly wind speed of 65Km/hr (18.06 m/s) for terraincategory 3. Structure is designed for 10 second gust factor.

CONTRACT NO :

CALC. NO



OF

COMPUTER PROGRAM USED

Analysis

Bandwidth Reduction

Structural Steel Sections

Generation of Joints & Members

Offset Connections

Spring Supports

Loads

Load Combination

Parameters for Steel Design

Code Checking

Member Selection

Sheet No : 28

VPP

8

Originator

3041-8310-CA-0130

PROJECT: SEPC-MEG Rev Date

FOSTER WHEELER SUBJECT :

Checker

3.6

Approver


CALC. NO

SAFETY CALC.

CONTRACT NO : 1 - 14 - 3040/ 59 A1 2-Apr-07

YES

SLN

STAAD.Pro contains a complete listing of standard sections. This enables the program internally to

pick up properties for analysis and design based on a simple designation in the member propertyportion of input.

Member selection, based on least weight criteria or design parameters such as member depth orsection profile, may be made from STAAD.Pro's internal tables or user created tables. This capabilitycan significantly reduce the amount of time and expense in design work.

The time of execution for a given STAAD.Pro run is dependent upon the bandwidth of the stiffnessmatrix as determined by the joint and member numbering scheme used in the input file. STAAD.Prohas the capability of rearranging this numbering system internally so as to minimize the time and diskspace required for execution, while maintaining a level of ease and flexibility for the user in generationof these data.

STAAD. Pro is capable of performing two and three dimensional analysis of structures consisting ofbeam, truss, and thin Plate/shell elements. Specific applications include trusses, frames with or withoutshear wall stiffening, plate and shell systems, elastically supported beams and plates, as well as a broadrange of other types of structures.

A variety of load types may be specified including joint, member (uniform, concentrated or linearlyvarying), temperature, support displacement, area, prestressing and moving loads. In addition, theprogram has the capability of calculating the self weight

Factored load combinations of primary loads facilitate data input and implementation of coderequirements.

A variety of different design parameters such as K, F Y and Cb are available for design purposes.These parameters have standard default values which may be changed by the user as desired.

Complete code checking of members may be performed according to the AISC, (Working Strength &LRFD), AASHTO or British Codes of Practice.

Joints and members may be easily generated in a linear or set fashion to minimize the amount ofrequired input.

Members, not directly connected at the geometric point of incidence, can be designated as such sothat secondary forces due to these eccentricities will be taken into account during analysis.

Supports having a spring constant in any translational or rotational direction may be specified.





OF

POCKET DESIGNINPUT DATA:

Characteristic strength of concrete f cu = N/mm 2

Characteristic strength of steel f y = N/mm 2

Pre cast column width Bc = mmPre cast column depth Dc = mmClearance at bottom Cb = mmClearance at top C t = mmDepth of pocket H = mmWidth of pocket at top D = mmClear cover to the reinforcement c = mm

REACTIONS:Maximum reaction Fx = kN Ref. Node No: 11, L/C 267,

Fz = kN RB area staad Model

Z

50

ELEVATION ALONG Z - DIRECTION

X

50 50

ELEVATION ALONG X - DIRECTION

500 100 300

1 0 0 0

300 100 800 100

50

300 100

541.66

85.963

300

1 0 0 0

50

10 0

1000

75

30 0

28

Originator

Sheet No :

CONTRACT NO : 1 - 14 - 3040/ 59

40

7.0


Checker

SLN

PROJECT:

FOSTER WHEELER

SEPC-MEG Rev ApproverDate

SUBJECT :

VPP2-Apr-07A1

3041-8310-CA-0130

SAFETY CALC. YES

CALC. NO

46 0

50 0

80 0



OF

Uniform force along Z direction due to F x = Fx/(D c+2C t)= 541.664/((800+2*100)/1000)= kN/m

Uniform force along X direction due to F z = Fz/(Bc+2C t)= 85.963/((500+2*100)/1000)= kN/m

BENDING MOMENT CALCULATIONS: with reference to the Reinforced Concrete Designer's hand book (Reynolds & Steedman) the bending

moment in the " beam" b/w the side walls can be assessed, treating the pocket as a Box culvert.

X- DIRECTION:

kN/m

Center to center distance B/W walls along l = Bc+C t+C t+D/2+D/2X- direction = 500+100+100+300/2+300/2

= mmCenter to center distance B/W walls along h = Dc+C t+C t+D/2+D/2Z- direction = 800+100+100+300/2+300/2

= mmk = (l/h)(h s /h w)3

= (1000/1300)*(300/300)̂ 3=

k1 = k+1=

k3 = k+3=

k5 = 2k+3=

q1 = W 1(Dc+2C t)/h+D= 541.664*(800+2*100)/(1300+300)= kN/m

Bending moment at B & D = q1h2k/12k 1k3

= 338.54*(1.3)̂ 2*0.77/(12*1.77*3.77)

541.664

1000

W 2

W 1

A1


122.80

CONTRACT NO : 1 - 14 - 3040/ 59

CALC. NO 3041-8310-CA-0130

SUBJECT : Sheet No :

SAFETY CALC. YES

541.66

2-Apr-07

28

PROJECT: SEPC-MEG Rev Date Originator Checker Approver

FOSTER WHEELER 11

SLN VPP

4.54

338.54

1300

0.77

1.77

3.77

A B

C D

X

Z

hw hw

h s

h

h s

l

q1



OF

= kN.mBending moment at A & C = Mbdk5/k

= 5.50*4.54/0.77= kN.m

Free span moment Mx = q1h2/8= 338.54*(1.3)̂ 2/8= kN.m

Z - DIRECTION:

kN/m

k = (h/l)(h w/h s)3

= (1300/1000)*(300/300)̂ 3=

k1 = k+1=

k3 = k+3=

k5 ==

q2 = W 2(Bc+2C t)/h+D= (122.80*(500+2*100))/(1000+300)= kN/m

Bending moment at C & D = q2*l2*k/12*k 1*k3

= 66.13*(1)̂ 2*1.30/(12*2.30*4.30)= kN.m

Bending moment at A & B == 0.72*5.60/1.30= kN.m

Free span moment = q2*l2/8= 66.13*(1)^2/8= kN.m

122.80

2.30

2k+3

CONTRACT NO :

SAFETY CALC. YES

1 - 14 - 3040/ 59 A1 2-Apr-07

Date Approver

SLN

Originator Checker

12 28

CALC. NO 3041-8310-CA-0130

VPP

PROJECT: SEPC-MEG

SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN

FOSTER WHEELER Sheet No :

8.27

Mz

5.50M

bd

Rev

Mca

32.45

71.52

1.3

4.3

5.6

66.13Mcd

0.72Mab

3.12

Mcd k5/k

A B

C D

X

Z

hw hw

hs

h

hs

l

q2



OF

COMBINED BENDING MOMENTS ( X & Z DIRECTIONS):

1.Bending moment at A = Mca +Mab

= 32.45+3.12= kN.m

2.Bending moment at B = Mbd+Mab

= 5.50+3.12= kN.m

3.Bending moment at C = Mca +Mcd

= 32.45+0.72= kN.m

4.Bending moment at D = Mbd+Mcd

== kN.m

5.Span moment mid span AB = Mz-(M A+MB)/2= 8.27-(35.57+8.62)/2= kN.m

6.Span moment mid span AC = Mx-(M A+MC)/2= 71.52-(35.57+33.17)/2= kN.m

Maximum design moment M = kN.mEffective depth of wall d = D-c- f /2

= 300-75-20/2= mm

Breadth of wall considered b == 0.45*1000= mm

k = As per SS CP 65: Part 1:1999 cl. 3.4.4.4.

= 37.15*10^6/(450*215^2*40)=

k' ( Redistribution not exceed 10%) =k<k' , Hence compress ion re inforcement is not requ ired.

Depth of lever arm z = (0.5+ (0.25-k/0.9))d,but not greater than 0.95d== mm= 0.95d

= mmHence, z = mm

Area of steel required A sb = M/0.87f yz= 37.15*10^6/(0.87*460*203.74584232665)= mm 2

Minimum % of steel = % As per SS CP 65: Part 1:

Minimum area of steel A sb min = 0.4*450*300/100 1999 Table 3.27 = mm 2

Area of steel required for 450mm width = mm 2

Hence, area of steel required per 'm' width = mm 21200

zmax

0.40

540.00540.00

455.57

35.57

Date

M/bd 2f cu

0.45H

450

PROJECT:

FOSTER WHEELER SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN Sheet No : 13 28

Orig inator Checker Approver

CONTRACT NO : 1 - 14 - 3040/ 59 A1 2-Apr-07 SLN VPP

CALC. NO 3041-8310-CA-0130

SAFETY CALC. YES

MD

6.22M AB

M A

SEPC-MEG Rev

M AC

37.1537.15

215

MB

8.62MC

-13.83

5.50+0.7

33.17

0.045

203.75

204.25203.75

0.156

(0.5+SQRT(0.25-0.045/0.9))*215



OF

DIRECT TENSION: Since the beam is spanning between the side walls, the UDL on the beam puts tension in the sidewalls.

Tension force F = Max. of forces in X & Z direction.Tension force in X- direction Fx = W 1*(Dc+2C t)/2

= 541.66*(800+2*100)/(2*1000)= kN

Tension force in Z- direction Fz = W 2*(Bc+2C t)/2= 122.80*(500+2*100)/(2*1000)= kN

Maximum tension force F = kN Area of tension reinforcement A st = F/0.87f y

= 270.83*10^3/(0.87*460) Area of steel required for 450mm width = mm 2


Horizontal reinforcement required per face A s = A sb + 0.5 A st

= 1200+0.5*1503.87= mm 2

Diameter of bar f = mmRequired spacing = mmProvided spacing = mm

Area of steel provided = mm 2

Provide 20mm dia @ 150mm c/c as ho rizonta l reinf . on both faces .

SIDE WALLS:

Walls AB & CD

Force in the walls AB & CD F1 = W 1*(Dc+2C t)/2= 541.66*(800+2*100)/(2*1000)= kN

Moment in the walls due to F 1 M1 = F1*(H-0.45H/2)= 270.83*((1000-(0.45*1000)/2)/1000)= kN.m

Effective depth of wall d1 = Bc+2*C t+2D-c- f -f /2= (500+2*100+2*300)-75-20-20/2= mm

2094.4

VPP

270.83

270.83

209.89

1195.00

1503.9

CONTRACT NO : 1 - 14 - 3040/ 59

SAFETY CALC. YES

2-Apr-07 SLN

28


Sheet No : 14SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN

1951.9

160.9515 0

20

A s prov

A1

CALC. NO

676.74

42.98

270.83

3041-8310-CA-0130

FOSTER WHEELER

H - 0 . 4

5 H / 2

F1



OF

k = M1/bd 12f cu As per SS CP 65: Part 1:

1999 cl. 3.4.4.4.= 209.89*10^6/(300*1195^2*40)=


Depth of lever arm z = (0.5+ (0.25-k/0.9))d,but not greater than 0.95d= (0.5+SQRT(0.25-0.012/0.9))*1195= mm

zmax = 0.95d 1

= 0.95*1195= mm

Hence, z = mm Area of steel required = M1/0.87f yz

= 209.89*10^6/(0.87*460*1135.25)= mm 2

Minimum % of steel = %Minimum area of steel = 0.4*D*Bc+2*Ct+2D/100

= 0.4*300*(500+2*100+2*300)/100= mm 2

Diameter of bar f = mmNo. of bars required =No. of bars provided =

Provid e 4-25dia , vertical bars at co rners.

SIDE WALLS:Walls AC & BD

Force in the walls AC & BD F2 = W 2*(Bc+2C t)/2= 122.80*(500+2*100)/(2*1000)= kN

Moment in the walls due to F 2 M2 = F2*(H-0.45H/2)= 42.98*((1000-(0.45*1000)/2)/1000)= kN.m

Effective depth of wall d2 = Dc+2*C t+2D-c- f -f /2= (800+2*100+2*300)-75-20-20/2= mm

42.98

1495.00

3.184

1560.00

1135.31135.3

0.40

A s1

461.99

0.01220.156

1178.5

A smin

25

33.31

CALC. NO 3041-8310-CA-0130

SAFETY CALC. YES


28


SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN Sheet No : 15

FOSTER WHEELER

H - 0 . 4

5 H / 2

F2



OF


1999 cl. 3.4.4.4.= 33.31*10^6/(300*1495^2*40)=



zmax = 0.95d= 0.95*1495= mm


= 33.31*10^6/(0.87*460*1420.25)= mm 2

Minimum % of steel = %Minimum area of steel = 0.4*D*Dc+2*Ct+2D/100

= 0.4*300*(800+2*100+2*300)/100= mm 2


Provid e 4-25dia , vertical bars at co rners.

DISTRIBUTION STEEL: As per SS CP 65: Part 1:1999 cl. 3.4.4.4.

Distribution of steel = 0.25% of concrete area= 0.25*300*1000/100= mm 2

Diameter of bar provided fs = mmRequired spacing = mmProvided spacing = mm

Provide 16 dia @ 150mm c/c as vert ica l re inforcement on both faces .CHECK FOR SHEAR:

Considering shear in upper zone of pocket with following dimensions.Breadth of section considered b = Depth of wall section is considered.

= mmDepth of section D = mm Top width of wall is considered.

Effective depth of section d = D-c- f /2= 300-75-20/2= mm

Maximum reaction V = Max. of F 1 & F2

= kNDesign shear stress v = V/bd As per SS CP 65: Part 1:

= 270.83*10^3/(1000*215) 1999 cl. 3.4.5.2 = N/mm 2

Design concrete shear stress vc = 0.84{100A s /bd}1/3 (400/d) 1/4 /gm

100A s /bd should not be greater than 3. 400/d should not be taken as less than 1. If f cu is greater than 30N/mm 2, v c may be

58.6060.40

1920.00

Originator Checker

1420.3

1000

16 268.08

750

3.91

0.0010.156

1492.9

1420.3

4

300

215

Rev

A s2

A smin

25

15 0

270.83

1.26

SAFETY CALC. YES

CALC. NO 3041-8310-CA-0130

28

SLN VPP

PROJECT: SEPC-MEG

CONTRACT NO : 1 - 14 - 3040/ 59 A1 2-Apr-07

Date Approver

FOSTER WHEELER SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN Sheet No : 16



OF

multiplied by (f cu /30) 1/3 , the value of f cu should

not greater than 40N/mm 2

100A s /bd = < 3 So, 100A s /bd =400/d = > 1 So, 400/d =

= {[0.84*0.97^(1/3)*1.86^(1/4]/1.25}*(40/30)̂ (1/3)= N/mm 2

v > v c, Hence , Provide Shear re inforcement .Providing diagonal bars to resist the shear.

= bvs v(v-v c)/0.87f y

Vb = A sb (0.87f y)(Cos a + sin acot b)d-d'/S b

Vb = (v-v c)*bd= (1.26-0.86)*300*215/1000= kN

Diameter of diagonal bars = mm Area of diagonal bar = mm 2

Required spacing = mmProvided spacing of diagonal bars = mm

Hence provide 13mm diameter bars@150mm c/c as d iagonal bars .

13mm dia@150mm c/c

20mm dia @150mm c/c

16mm dia @ 150mm c/c

26.02

4-25mm dia bars at fourcorners.

0.86

A sv

0.97 0.971.86

SAFETY CALC. YES

1.86

PROJECT: SEPC-MEG

CALC. NO 3041-8310-CA-0130

Approver


SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN Sheet No : 17 28

FOSTER WHEELER

Originator Checker Rev Date

13 132.73173.54

15 0



OF

GROUND BEAM -1, DESIGN

INPUT DATA:Characteristic strength of concrete f cu = N/mm 2


Average factored dead+live factor gf =Cover to the reinforcement C = mmMax. axial force F = kN Ref page 26 of 27,

Summation of forces near braced bay -RB area staad Model 3041-8310-CA-0017

Area of steel required to resist axial force = gf F/0.87fy= 1.5*604.17*10^3/(0.87*460)= mm 2

Diameter of bar provided at top and bottom f = mm

No. of bars provided at top and bottom = No.sProvided area of steel = 6*3.14*32^2/4

= mm 2

BEAM SIZE:

Designing the beam as a column member, assuming the member sizes.Width of member b = mmDepth of member D = mmUltimate axial load N = 0.4f cu Ac+0.75A sc f y As per SS CP 65: Part 1:

1999 cl. 3.8.4.3, equation -38 =

= kN > kNHence Safe.

CHECKING FOR SELF WEIGHT & SOIL WEIGHT:

Length of member l = mUnit weight of concrete wc = kN/m 3

Self weight of member = 0.4*0.6*24= kN/m

Moment due to self weight M1 = W1l2/8= 5.76*7^2/8= kN.m

Depth of soil above ground beam Ds = m H.P.P - Top of pile cap-50mm,100.000-98.600-0.050

Unit weight of soil g = kN/m 3

Weight on member due to soil = 0.4*1.45*18= kN/m

Moment due to soil weight M2 = W2l2/8= 10.44*7 2̂/8= kN.m

Total moment M = M1+M2

= 35.28+63.95= kN.m

8.0

2264.5

6

A sc reqd.

7.0

60 0

A sc prov.

4825.5

63.9

CALC. NO 3041-8310-CA-0130

Approver Date

SAFETY CALC. YES

SUBJECT :

VPP2-Apr-07A1


Checker

SLN

PROJECT:

FOSTER WHEELER

SEPC-MEG Rev

28

Originator

Sheet No :

CONTRACT NO :

75

604.17

1 - 14 - 3040/ 59

40

46 0

1.5

W 1

5.76

35.28

32

24

40 0

5427.6

0.4*40*(400*600-

4825.49)+0.75*4825.49*460)/1000604.17

99.2

1.45

18

W 2

10.4



OF

Reinforcement required to resist moment:

Maximum design moment M = kN.mEffective depth of member d = D-c- f /2

= 600-75-32/2= mm

Breadth of beam considered b = mmk = As per SS CP 65: Part 1:

1999 cl. 3.4.4.4.= 99.23*10 6̂/(400*509^2*40)=

k' ( Redistribution not exceed 10%) =

k<k ' , Hence compress ion re in fo rcement i s no t requ ired .

Depth of lever arm z = (0.5+ (0.25-k/0.9))d,but not greater than 0.95d== mm= 0.95d= mm

Hence, z = mm Area of steel required A sb = M/0.87f yz

= 99.23*10 6̂/(0.87*460*483.55)= mm 2



= mm 2

Hence, area of steel required = mm 2

Area of steel required from self weight & axial force = 2264.51+512.75= mm 2

Provided steel = mm 2

GB-1 is O.K.

(0.5+SQRT(0.25-0.024/0.9))*509

509

Originator Checker

4825.5

M/bd 2f cu

400

0.024

495.08

483.55483.55

0.156

2777.25

FOSTER WHEELER

SLN VPP

28

PROJECT: SEPC-MEG Rev Date Approver

SUBJECT : 19Sheet No :

CALC. NO 3041-8310-CA-0130

CONTRACT NO : 1 - 14 - 3040/ 59

SAFETY CALC. YES

512.75

512.75

zmax

0.13

312.00512.75

99.23

A1


2-Apr-07

H.P.P

G.B. P.C.

400

1000



SUBJECT Page No 20 OF 28PROJECT Rev. Date Originator Checker Approver

CONTRACT NO A1 2-Apr-2007 SLN VPP

SAFET CALCCALC NO

9.0 ANCHOR BOLT DESIGNFor anchor bolt design, unfactored loads are considered.

Critical Load casesNode L/C Fx Fy Fz300 113 3.136 407.346 76.986 Maximum F z

300 162 -0.988 -145.387 -48.864 Minimum F y

Case 1: Node no.300 load case 113 (Maximum Fz) Assume diameter of bolt = 24 mmTensile area of bolt = 361.91 mm 2

Number of anchor bolts = 4

Permissible shear stress of bolt = 80 N/mm 2 Cl. 15.2 of 3041-8310-SP-3003

Permissible tensile stress of Bolt =0.8*ft = 12 0 N/mm 2 for Grade 4.6 bolts.

Resultant Shear on Bolts = sqrt(F x2+F z

2)/No. of Bolts= 19.26 kN

Shear stress per bolt = 53.22 N/mm 2 < 80, O.K

Case 2: Node no.300 load case 162 (Minimum Fy) Assume diameter of bar = 24 mmTensile area of bolt = 361.91 mm 2

Number of anchor bolts = 4

Permissible shear stress of bolt = 80 N/mm 2 Cl. 15.2 of 3041-8310-SP-3003

Permissible tensile stress of bolt =0.8*ft = 120 N/mm 2 for Grade 4.6 bolts.

Resultant shear on bolts = sqrt(F x2+F z

2)/No. of Bolts12.22 kN

Shear stress per bolt = 33.76 N/mm 2 < 80, O.KTensile force per bolt = 36.35 kNTensile stress per bolt = 100.43 N/mm 2 < 120, O.KInteraction ratio = 1.26 <1.4, O.K

Anchor bolt projection P =

wheret =

b =n =d =

=the nuts.

== 86 mm

Use 4 No. Anchor Bolts, Type : A242/2

3041-8310-CA-0130


Thickness of base plate

0.5 Allowance for one washer and a small projection beyond

Thickness of grout

Number of boltsDiameter of bolt

25+25+(1+0.5)*24

FOSTER WHEELER

t+b+(n+0.5)d+ (50mm for bolts > 36mm dia

meter to allow for taper)

SEPC-MEG

1-14-3040/59

YES



Page No 21 OF 28

Rev. Date Originator Checker Approver

A1 02.04.07 SLN VPP

10.0 BASE PLATE DESIGNDesigned for Maximum force in FY & FZ Direction

(STAIR CASE COLUMNS) (Based on STAAD Output, Load case 213, Node # 300)

For base plate design, factored loads are considered.

Ultimate loads (kN & kNm)

Eqv. moment Resultant EccentricityP H1 H2 M1 M2 M2' Hor. load ( mm )

488.816 3.764 92.384 0 0 0.00 92.46 0.00

Geometry (mm)

Plate Column Bolt (each side) A1 B1 A2 B2 t depth bread th Flange Web No. ** Dia Ten. Area

50 300 50 300 25 209.6 205.8 14.2 9.4 2 24 706 Provide no. on either

Design parameters side of axis 2 - 2

Conc. Allow. Bearing (pb) Allowable s tress in bol t (MP a) Allow. stress (pyp)grade on conc (MPa) Modular ratio Tensile (pt) Shear (ps) in .base pl. (MPa)

40 16 15.00 192 160 235

Results

Tensi le s tress ( ft ) Shear s tress ( fs) Interact ion Bearing stress (fc) Bending stress inin bolts (MPa) in bolts (MPa) ratio on conc.(MPa) base plate.(MPa)

0.00 65.48 0.41 3.06 1.51

< pt < ps < 1.4 < or = pb < PypO.K. O.K. O.K. O.K. O.K.

Note

1. Equivalent moment is computed as per cl. 3.8.4.5 of BS 8110: Part 1 : 1985

2. Analysis is as per Design in Structural Steel ..... J. E. Lothers.

Eqn. = 0 y = mm c = 10.14 mm (BS 5950 : cl 4.13.2.1)

YES

3041-8310-CA-0130

SUBJECT

CONTRACT NOSAFET CALCCALC NO

1-14-3040/59

FOSTER WHEELERMIAN PIPE RACK SUBSTRUCTURE DESIGN

SEPC-MEGPROJECT

1H1

M11

2

H2M2

2

A 2

A 2

B 2

A1 A1B1

PLAN

P

t

FcFT

y

f c

e

ELEVATION





Page No 22 OF 28

Rev. Date Originator Checker Approver

A1 02.04.07 SLN VPP

CHECK WELD

PROVIDE 10 mm FILLET WELD

Input Data

B = 205.8 mmD = 209.6 mmT1 = 14.2 mmt2 = 9.4 mm

r = 15.2 mm

b1 = 83 mm

d1 = 165 mm

Weld Size = 8 mmWeld Length W L= 2*B+2*d 1+4*b 1

= 2*205.8+2*165+4*83= 1073.6 mm

Force on weld Due to P=F P= = P / W L= 488.816/1073.6 = 0.455 kN/mm

Force on weld due to H1,F H1 =H1/W L = 3.764/1073.6 = 0.004 kN/mmForce on weld due to H2=F H2 =H2/W L = 92.384/1073.6 = 0.086 kN/mm

Resltant Force on weld = sqrt(F P2+F H1

2+F H22) = Sqrt(0.455^2+0.004^2+0.086^2)

= 0.463 kN/mm

Weld Capacity = 0.7*220*8/1000 = 1.232 kN/mm O.KTable 37 of BS 5950-1:2000

CALC NO 3041-8310-CA-0130

FOSTER WHEELER

CONTRACT NO 1-14-3040/59

SAFET CALC YES

SUBJECT MAIN PIPE RACK SUBSTRUCTURE DESIGN

PROJECT SEPC-MEG

B

D

T1 r

b1

r

t2

d1



OF

PLINTH DESIGNINPUT DATA:



Length of pedestal l = mmBreadth of pedestal b = mmHeight of pedestal H = mmUnit weight of concrete wc = kN/m 3

Clear cover to reinforcement c = mmDia. of longitudinal bar f = mmDia. of horizontal reinforcement f t = mm

LOADS ON PLINTH:Downward force Fy = kN Ref. Node No:300,L/C 253,

Lateral forces Fx = kN RA-1 area staad Model Fz = kN

MomentsMx = kN.mMz = kN.m

MOMENTS DUE TO ECCENTRICTY

Minimum eccentricity e = As per SS CP 65: Part 1:

1999, Cl. 3.8.2.4Momnet due to eccentricity Me = Fy*e

= 488.816*0.02= kN.m

DESIGN FORCES & MOMENTSSelf. Weight of plinth wp = l*b*H*wc

= 0.6*0.6*1*24= kN

Total Downward force P u = Fy+w p

= 488.82+8.64= kN

Moment about X - axis MX = Fz*H+Mx or M e Whichever is maximum

= 92.38*1+0= kN.m

Moment about Z - axis M = Fx*H+Mz or M e

= 9.78= kN.m

SLENDERNESS RATIO:Effective length of pedestal l ' = l-c-f /2

= 600-75-20/2= mm

Effective width of pedestal b' = b-c- f /2= 600-75-20/2

20 mm

9.78

515.00

Date

SAFETY CALC. YES

SUBJECT :

VPP2-Apr-07A1


Checker

SLN1 - 14 - 3040/ 59

FOSTER WHEELER

SEPC-MEG Rev

28

Originator

Sheet No :

CONTRACT NO :

Approver

40

46 0

PROJECT:

CALC. NO 3041-8310-CA-0130

11.0

10

75

20

60 0

60 0

1000

24

488.816

3.764

92.384

0

0

8.64

497.46

92.38

9.78

X

Z

l

b



= mm

OF

Slenderness ratio = l '/ b'= 515/515=

Bi- AXIAL MOMENT CHECK

Mx /l' M z /b', M x ' = M X + (l'/h')M Z Equation 40 Mx /l' <M z /b', M z ' = M Z + (b'/l')M X Equation 41

P/BLf cu = 497.46*10^3/(600*600*40)=

b = As per SS CP 65: Part 1:1999 Table. 3.24

MX/l' = 92.38/0.515= kN

MZ/b' = 9.78/0.515= kN

Mx' = kNmHence, ultimate design moment Mu = kNm

REINFORCEMENT :Longitudinal bars:

Mu/bl2 = N/mm 2

P u/bl = N/mm 2

b'/b = As per BS 8110-3 : 1985

From chart No: 37

Reinforcement required is very less, Hence provide minimum % of reinforcement.Minimum % of steel = As per SS CP 65: Part 1:

1999 Table. 3.27

Area of steel required = 0.4*600*600/100= mm 2

Diameter of bar provided f = mmNo. of bars required = No.SProvided No. of bars = No.s

Provided area of steel = mm 2

Hence Provid e 8 No.s of 20 dia. bars.Lateral Ties:

As per SS CP 65: Part 1:a. 1/4th of the dia. of longitudinal bar = mm 1999 cl. 3.12.7 b. 6mmDiameter of tie - bars, maximum of a & b = 6 mmProvided diameter of bar f t =

Spacing required for tie bars = 12 times longitunal bar.= mm

Provided spacing for ties = mm10 0

2513.3

5

10

120

20 4.58

8

0.86

0.4

1440.00

A sc

101.73101.73

0.47

1.38

515.00

1.00

0.035

FOSTER WHEELER SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN Sheet No : 24 28

Approver

SLN VPP

PROJECT: SEPC-MEG Rev Date

A1 2-Apr-07

Originator Checker

CALC. NO 3041-8310-CA-0130

CONTRACT NO : 1 - 14 - 3040/ 59

SAFETY CALC. YES

179.39

18.98

0.956







OF

GROUND BEAM - 6, DESIGNINPUT DATA:



Cover to the reinforcement C = mmMax. axial force F = Ref. Node No: 300, L/C 11,

RA-1 area staad Model Area of steel required to resist axial force = 1.5F/0.87fy

= 1.5*76.987*10^3/(0.87*460)= mm 2

Diameter of bar provided at top and bottom f = mm

No. of bars provided at top and bottom = No.sProvided area of steel = 6*3.14*16^2/4

= mm 2

BEAM SIZE:

Designing the beam as a column member, assuming the member sizes.Width of member b = mmDepth of member D = mmUltimate axial load N = 0.4f cu Ac+0.75A sc f y As per SS CP 65: Part 1:

1999 cl. 3.8.4.3, equation -38 =

= kN > kNHence Safe.

CHECKING FOR SELF WEIGHT & SOIL WEIGHT:

Length of member l = mUnit weight of concrete wc = kN/m 3

Self weight of member = 0.3*0.4*24= kN/m

Moment to due to self weight M1 = W 1l2/8= 2.88*6^2/8= kN.m

Depth of soil above ground beam Ds = m 100.000-98.600 Unit weight of soil g = kN/m 3

weight on member due to soil = 0.3*1.45*18= kN/m

Moment due to soil weight M2 = W 2l2/8= 7.83*6^2/8= mm

Total moment M = M1+M2

= 12.96+35.24= kN.m

12.0

1.45

18 W 2

7.83

6.0

40 0

A sc prov.

48.2

40

46 0

75

W 1

16

24

A sc reqd.

FOSTER WHEELER

SEPC-MEG Rev

28

Originator

Sheet No :

CONTRACT NO : 1 - 14 - 3040/ 59

SUBJECT :

VPP2-Apr-07A1


Checker

SLN

PROJECT:

3041-8310-CA-0130

Approver Date

SAFETY CALC. YES

CALC. NO

2.88

12.96

35.2

76.987

288.56

6

1206.4

2316.9

0.4*40*(300*400-

1206.37)+0.75*1206.37*460)/1000

30 0

76.987



OF

Reinforcement required to resist moment:

Maximum design moment M = kN.mEffective depth of member d = D-c- f /2

= 400-75-16/2= mm

Breadth of wall considered b = mmk = As per SS CP 65: Part 1:

1999 cl. 3.4.4.4.= 48.20*10^6/(300*317^2*40)

=k' ( Redistribution not exceed 10%) =k<k' , Hence compress ion re inforcement is not requ ired.


Hence, z = mm Area of steel required A sb = M/0.87f yz

= 48.20*10^6/(0.87*460*301.15)

= mm 2



= mm 2

Hence, area of steel required = mm 2

Area of steel required from self weight & axial force = 288.56+399.89= mm 2

Provided steel = mm 2

GB-6 is O.K.


2-Apr-07

399.89

zmax

0.13

156.00399.89

CALC. NO 3041-8310-CA-0130

399.89

48.20

SUBJECT :

CONTRACT NO : 1 - 14 - 3040/ 59

SAFETY CALC. YES

A1

PROJECT: SEPC-MEG Rev Date Originator Checker

SLN VPP

27Sheet No : 28

Approver

FOSTER WHEELER

301.15301.15

0.156

(0.5+SQRT(0.25-0.040/0.9))*317

317

688.451206.4

M/bd 2f cu

300

0.040

302.23

H.P.P

G.B.

400

100050

PLINTH



APPENDIX - A

POCKET DESIGN FOR ERECTION MOMENTS.


FOSTER WHEELER

SEPC-MEG Rev Originator

CONTRACT NO : 1 - 14 - 3040/ 59

SUBJECT :

PROJECT:

3041-8310-CA-0130

SAFETY CALC. YES

2-Apr-07A1

Approver Date Checker

SLN VPP

CALC. NO





OF

INPUT DATA:Characteristic strength of concrete f cu = N/mm 2


Pre cast column width Bc = mmPre cast column depth Dc = mmClearance at bottom C b = mmClearance at top C t = mmDepth of pocket H = mmWidth of pocket at top D = mmClear cover to the reinforcement c = mm

I) Checking of precast pocket for erection stage:i) Due to wind load: [Figure :1]

Column size = x mmWind pressure = kN/m 2

External building coefficient = 2 As per BS 6399-2:1997

Table 20

Height of column considered l = m

Wind load on the column w = 0.8*0.689*2= kN/m

Moment due to wind load on column = wl2/2= 1.10*12 2̂/2= kN.m

Hence, factored moment about Z-axis = 1.5*79.37= kN.m

Factored shear force due to long. wind load Fx = g*w*l= 1.5*1.10*12= kN

12

1.10Mw

79.37Mz

19.843

30 0

119.06

During erection stage precast columns will be free standing cantilever and will be subjected to windloads as shown in figure :1.

As shown in figure :3, column size is more along transverse direction(Z), hence wind load alonglongitudinal direction(X) is considered on the column.

500 800

0.689

C pe

80 0

50

10 0

1000

1 - 14 - 3040/ 59

40

46 0

50 0

75

PROJECT:

FOSTER WHEELER

SEPC-MEG Rev

A9

Originator

Sheet No :SUBJECT :

VPP2-Apr-07A1

DESIGN OF POCKET FOR P.C. COLUMN A1

Checker

SLN

Approver Date

CONTRACT NO :

3041-8310-CA-0130

SAFETY CALC. YES

CALC. NO

Wind load

Figure :1

1% of factored self.Wt. of beam

Main transverse

Figure :2

Figure :3

Longitudinal Direction - X

T r a n s v e r s e

D i r e c

t i o n - Z P.C. Column



OF

ii) Other Forces: [Figure :2]

Size of main transverse beam at EL. +112.00 = x mmLength of main transverse beam = m1% of factored self weight of beam = 1.5*1*0.45*0.75*24*12/100

= kNHence, shear force in the transverse direction F z = kNMoment about X-axis = 1.46*12

= kN.m

Z

50

ELEVATION ALONG Z - DIRECTION [FOR ERECTION LOAD]

X

50 50

ELEVATION ALONG X - DIRECTION [FOR WIND LOAD]ALONG Z-AXISUniform force due to moment about Z axis = (Mz/2/3H)/(D c+2C t)

= {119.06/[(2/3*1000)/1000]/[(800+2*100)/1000]}= kN/m

Uniform force along Z direction due to F x = Fx/(Dc+2C t)= 19.8432/((800+2*100)/1000)= kN/m

Total UDL on pocket along Z- direction = w1+w 2

= 178.589+19.843= kN/m

Mx

17.50

To resist the erection forces due to practical imperfections such as lack of verticality and incidental

loading, 1% of factored dead load of main transverse beam at EL. +112.00 is considered as horizontalforce in the pocket as shown in figure :2. As per BS 5950-1:2000, Cl. 2.4.2.3

CALC. NO 3041-8310-CA-0130

DESIGN OF POCKET FOR P.C. COLUMN

w2

W1

198.432

450 750

500 100 300

1 0 0 0

w1

300 100 800 100

50

300 100

CONTRACT NO : 1 - 14 - 3040/ 59

SAFETY CALC. YES

A1

178.589

A9


SUBJECT : A2

SLN VPP

19.843

1.46

300

1 0 0 0

12

1.46

FOSTER WHEELER

2-Apr-07

Sheet No :

Mx

w3w4

w3

Mz

w2

w1

w1

2/3H

Reaction due to moment

Reaction due to moment

2/3H



OF

ALONG X-AXISUniform force due to moment about X-axis = (Mx/2/3H)/(B c+2C t)

= {17.50/[(2/3*1000)/1000]/[(500+2*100)/1000]}= kN/m

Uniform force along X direction due to F z = Fz/(Bc+2C t)= 1.46/((500+2*100)/1000)= kN/m

Total UDL on pocket along X- direction = w3+w 4

= 37.49+2.08= kN/m

BENDING MOMENT CALCULATIONS: with reference to the Reinforced Concrete Designer's hand book (Reynolds & Steedman) the bending

moment in the " beam" b/w the side walls can be assessed, treating the pocket as a Box culvert.

X- DIRECTION:

kN/m

Center to center distance B/W walls along l = Bc+C t+C t+D/2+D/2X- direction = 500+100+100+300/2+300/2

= mmCenter to center distance B/W walls along h = Dc+C t+C t+D/2+D/2Z- direction = 800+100+100+300/2+300/2

= mmk = (l/h)(h s /h w)3

= (1000/1300)*(300/300)^3=

k1 = k+1=

k3 = k+3=

k5 = 2k+3=

q 1 = W1(Dc+2C t)/h+D= 198.432*(800+2*100)/(1300+300)= kN/m

W2

39.57

198.432

1000

w4

w3

37.49

2.08

CONTRACT NO :

SAFETY CALC. YES

1 - 14 - 3040/ 59 A1 2-Apr-07

PROJECT: SEPC-MEG Rev Date Approver

SLN

Originator Checker

FOSTER WHEELER Sheet No : A3 A9

CALC. NO 3041-8310-CA-0130

VPP

SUBJECT : DESIGN OF POCKET FOR P.C. COLUMN

1300

0.77

1.77

3.77

4.54

124.02

A B

C D

X

Z

hw hw

h s

h

hs

l

q1



OF

Bending moment at B & D = q1h2k/12k 1k3

= 124.02*(1.3)̂ 2*0.77/(12*1.77*3.77)= kN.m

Bending moment at A & C = Mbd k5/k= 2.01*4.54/0.77= kN.m

Free span moment Mx = q1h2/8= 124.02*(1.3)̂ 2/8= kN.m

Z - DIRECTION:

kN/m

k = (h/l)(h w/h s )3

= (1300/1000)*(300/300)^3=

k1 = k+1=

k3 = k+3=

k5 ==

q 2 = W2(Bc+2C t)/h+D= (39.574*(500+2*100))/(1000+300)= kN/m

Bending moment at C & D = q2*l2*k/12*k1*k3

= 21.31*(1)̂ 2*1.30/(12*2.30*4.30)= kN.m

Bending moment at A & B == 0.23*5.60/1.30= kN.m

Free span moment = q2*l2/8= 21.31*(1) 2̂/8= kN.m

39.57

VPP

2.30

2k+3

Mz

Mab

2.66

Originator Date

SLN

1.01

Mcd k5/k

PROJECT:

FOSTER WHEELER SUBJECT : DESIGN OF POCKET FOR P.C. COLUMN Sheet No : A4 A9

Checker Approver

3041-8310-CA-0130

CONTRACT NO : 1 - 14 - 3040/ 59 A1 2-Apr-07

SAFETY CALC.

CALC. NO

1.3

2.01Mbd

Mca

11.89

0.23

SEPC-MEG Rev

YES

4.3

5.6

21.31Mcd

26.20

A B

C D

X

Z

hw hw

h s

h

h s

l

q2



OF

COMBINED BENDING MOMENTS ( X & Z DIRECTIONS):

1.Bending moment at A = Mca +Mab= 11.89+1.01= kN.m

2.Bending moment at B = Mbd +Mab

= 2.01+1.01= kN.m

3.Bending moment at C = Mca +Mcd

= 11.89+0.23= kN.m

4.Bending moment at D = Mbd +Mcd

== kN.m

5.Span moment mid span AB = Mz-(M A+MB)/2

= 2.66-(12.89+3.02)/2= kN.m

6.Span moment mid span AC = Mx-(M A+MC)/2= 26.20-(12.89+12.12)/2= kN.m

Maximum design moment M = kN.mEffective depth of wall d = D-c- f /2

= 300-75-20/2= mm

Breadth of wall considered b == 0.45*1000= mm

k = As per SS CP 65: Part 1:1999 cl. 3.4.4.4.

= 13.69*10 6̂/(450*215^2*40)=

k' ( Redistribution not exceed 10%) =

k<k ' , Hence compress ion re in fo rcement i s no t requ ired .


Hence, z = mm

Area of steel required A sb = M/0.87f yz= 13.69*10 6̂/(0.87*460*204.25)= mm 2

Minimum %age of steel = % As per SS CP 65: Part 1:


Area of steel required for 450mm width = mm 2


VPP

0.016

CONTRACT NO : 1 - 14 - 3040/ 59

SAFETY CALC. YES

2-Apr-07 SLN

A9


Sheet No : A5

CALC. NO

A1

1200

0.40

540.00540.00

SUBJECT : DESIGN OF POCKET FOR P.C. COLUMN

3041-8310-CA-0130

FOSTER WHEELER

167.52

12.89

MC

MD

M AB

M A

MB

M/bd 2f cu

0.45H

450

3.02

-5.29

2.01+0.2

12.12

2.25

210.99

204.25204.25

0.156

(0.5+SQRT(0.25-0.016/0.9))*215

M AC

13.6913.69

215

zmax



OF

DIRECT TENSION: Since the beam is spanning between the side walls, the UDL on the beam puts tension in the side

walls.

Tension force F = Max. of forces in X & Z direction.Tension force in X- direction Fx = W1*(Dc+2C t)/2

= 198.43*(800+2*100)/(2*1000)= kN

Tension force in Z- direction F z = W2*(Bc+2C t)/2= 39.57*(500+2*100)/(2*1000)= kN

Maximum tension force F = kN Area of tension reinforcement A st = F/0.87f y

= 99.22*10^3/(0.87*460) Area of steel required for 450mm width = mm 2

Hence, area of steel required per 'm' width =mm

2

Horizontal reinforcement required per face A s = A sb + 0.5 A st

= 1200+0.5*550.92= mm 2

Diameter of bar f = mmRequired spacing = mmProvided spacing = mm

Area of steel provided = mm 2

Prov ide 20mm d ia @ 200mm c/c as ho r izon tal re in f . on b o th faces .

SIDE WALLS:Walls AB & CD

Force in the walls due to UDL & moment F1 = W1*(Dc+2C t)/2= 198.43*(800+2*100)/(2*1000)= kN

Force due to moment F2 = w1*(Dc+2C t)/2= 178.59*(800+2*100)/(2*1000)= kN

Moment in the walls due to F 1 & F 2 M1 = F1*(H-0.45H/2)-(F 2*0.45H/2)=

= kN.mEffective depth of wall d 1 = Bc+2*C t+2D-c- f -f /2

= (500+2*100+2*300)-75-20-20/2= mm

89.29

99.22*((1000-(0.45*1000)/2)/1000)-89.2944*(0.45*1000/2)/1000

A1 2-Apr-07

SAFETY CALC. YES

CALC. NO 3041-8310-CA-0130

99.22

A9


1570.820 0

A s prov

A6SUBJECT : DESIGN OF POCKET FOR P.C. COLUMN

CONTRACT NO : 1 - 14 - 3040/ 59 SLN VPP

1195.00

FOSTER WHEELER

99.22

56.80

Sheet No :

550.92

1475.5

212.9220

247.92

13.85

99.22

H - 0 . 4

5 H / 2

F1

F2





OF


1999 cl. 3.4.4.4.

= 7.78*10^6/(300*1495^2*40)=

k' ( Redistribution not exceed 10%) =k<k ' , Hence compress ion re in fo rcement i s no t requ ired .


zmax = 0.95d= 0.95*1495= mm


= 7.78*10^6/(0.87*460*1420.25)= mm 2

Minimum %age of steel = %Minimum area of steel = 0.4*D*Dc+2*Ct+2D/100

= 0.4*300*(800+2*100+2*300)/100= mm 2


Prov ide 4 -25d ia , ver t ical bars a t co rners .DISTRIBUTION STEEL: As per SS CP 65: Part 1:

1999 cl. 3.4.4.4.Distribution of steel = 0.25% of concrete area

= 0.25*300*1000/100

= mm2

Diameter of bar provided fs = mmRequired spacing = mmProvided spacing = mm

Prov ide 16 d ia @ 200mm c/c as ver t ical re in fo rcement o n bo th faces .CHECK FOR SHEAR:

Considering shear in upper zone of pocket with following dimensions.Breadth of section considered b = Depth of wall section is considered.

= mmDepth of section D = mm Top width of wall is considered.

Effective depth of section d = D-c- f /2= 300-75-20/2= mm

Maximum reaction V = Max. of F 1 & F 3 As per SS CP 65: Part 1:= kN 1999 cl. 3.4.5.2

Design shear stress v = V/bd= 99.22*10^3/(1000*215)= N/mm 2

Design concrete shear stress vc = 0.84{100A s /bd}1/3 (400/d) 1/4 /gm

100A s /bd should not be greater than 3.400/d should not be taken as less than 1

CALC. NO 3041-8310-CA-0130

Approver


SUBJECT : A8 A9

1494.5

1420.3

FOSTER WHEELER DESIGN OF POCKET FOR P.C. COLUMN Sheet No :

PROJECT: SEPC-MEG Rev

SAFETY CALC. YES

215

4

13.6920.40

1920.00

1420.3

1000

16

268.08

750

3.91

300

99.22

0.46

A smin

25

20 0

A s2

Date Originator

0.0000.156

Checker

Documents

FW Pipe Rack Document