FW Pipe Rack Document

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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 loads 3041-8310-SP-3002 Civil/Structural Engineering Guide

2721-8310-RP-0002 Preliminary Interpretative Report for Shell Houdini Project -Rev. 1 DEP 34.00.01.30 Gen. Technical specification - Minimum specification for Design

and Engineering

REMARKS

DATE DESCRIPTION ORIGINATOR CHECKER APPROVER

2-Apr-07 Issued for Authority Approval S.L. NARAYANA V. PREMA

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

DSN: 9317 Page 1 of 28 SAFETY CALCULATION: YES

A1 REV

COMPUTER PROGRAM: EXCEL

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PAGE NO. AMENDMENT

NO. REMARKS

CALCULATION AMENDMENT SHEET PAGE 2 OF 28

SECTION

NO. PAGE NO.

AMENDMENT

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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-07 A1 SEPC-MEG Rev 28 Originator SUBJECT : 20 6.0 21 10 9 18 9

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

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(iii) High Tensile Bolts - Grade 8.8

(iv) Anchor Bolts - Grade 4.6

(v) Ordinary Bolts - BS 4190 for grade 4.6 and 8.8 bolts

b) Reinforced Concrete

(i) Concrete grade - fcu = 40 N/mm

2 (below grade level)

(ii) Concrete grade - fcu = 40 N/mm

2 (above grade level)

(iii) High tensile re-bar - fy = 460 N/mm 2

(iv) Mild steel re-bar - fy = 250 N/mm

2

c) Precast Reinforced Concrete Piles

Concrete grade (piles) - fcu = 60 N/mm 2

GENERAL LOADING CONDITION

a) Dead loads

(i) Fireproofing concrete - 24 kN/m3

(ii) Steel - 77 kN/m3 (iii) Water - 10 kN/m3 (iv) Platform - 1.0 kN/m2 (v) Soil - 18 kN/m3 3.3 PROJECT:

1 - 14 - 3040/ 59 CONTRACT NO :

SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN Sheet No : 6 28

A1 2-Apr-07 SLN VPP

SEPC-MEG Rev Date Originator

3041-8310-CA-0130

Checker Approver

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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 GEN

Ground 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 of 3041-8820-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 actual locations.

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

1.5 kN/m2 (Test condition) 11 Ladder, moving concentrated load 2.5 kN

12

8 Compressor/generator platforms 10.0 kN/m2(See Note1) 9 Exchanger head platform areas or similar

equipment

5.0 kN/m2 (See Note1)

7 Storage areas, heavy _{10.0 kN/m}2

(To be determined considering the intended use of the area)

5 Exit or public stairs _{5.0 kN/m}2

6 Storage areas, light 5.0 kN/m2

Access platforms, walkways and tower platforms

2.0 kN/m2 or single point load of 3.0 kN 3 Roof areas accessible for inspection and

repair

1.5 kN/m2 or single point load of 2.0 kN

4 Plant stairs _{3.0 kN/m}2

Item Floor Area Usage Imposed Load

1 Operating and service areas _{5.0 kN/m}2

(See Note1) or single point load of 7.5 2

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)

Note1 :- This live load applies only to platforms and floor slabs in areas where the possibility exists of the 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 terrain category 3. Structure is designed for 10 second gust factor.

CONTRACT NO :

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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

SUBJECT :

Checker

3.6

Approver MAIN PIPE RACK SUBSTRUCTURE DESIGN

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 property portion of input.

Member selection, based on least weight criteria or design parameters such as member depth or section profile, may be made from STAAD.Pro's internal tables or user created tables. This capability can 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 stiffness matrix as determined by the joint and member numbering scheme used in the input file. STAAD.Pro has the capability of rearranging this numbering system internally so as to minimize the time and disk space required for execution, while maintaining a level of ease and flexibility for the user in generation of these data.

STAAD. Pro is capable of performing two and three dimensional analysis of structures consisting of beam, truss, and thin Plate/shell elements. Specific applications include trusses, frames with or without shear wall stiffening, plate and shell systems, elastically supported beams and plates, as well as a broad range of other types of structures.

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

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

A variety of different design parameters such as K, FY 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 of required input.

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

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Save/Restore Feature

REFERENCE

a) Pile Design and Construction Practice. Fourth edition; By: M.J.Tomlinson b) Foundation Analysis and Design. Fourth edition; By: Joseph E. Bowles.

ASSUMPTIONS

The following points are assumed for the strength design of pile caps.

2. Top of pocket is 400mm below the H.P.P.

PILE CAPACITY

Pile Diameter Vertical Load Uplift Capacity (kN) Lateral Load Capacity(kN)

(mm) Capacity (kN)

500 1000 200 50

DESIGN PHILOSOPHY ANALYSIS METHODOLOGY PROJECT:

Approver Date Originator 2-Apr-07 1 - 14 - 3040/ 59 SEPC-MEG Rev A1 Checker 5.0

The following pile capacities are considered for the design of foundations under working conditions. 4.1 CONTRACT NO : SLN VPP 3041-8310-CA-0130 CALC. NO 6.0 3.7 4.0

STAAD.Pro can save the latest stiffness matrix from a run in a designated file to be reactivated at a later point of time for additional analysis.

Main pipe rack sub structure is designed by considering maximum forces from all the areas of the pipe rack. The pile caps, ground beams, column pockets and plinths are designed by using SS CP 65 : part1: 1999. BS 5950 : part 1 is used for designing stair case. Pocket plinth for precast column is designed for maximum support reactions from the super structure and also pocket design is checked for erection moments which is covered in Appendix-A.

1. One typical cast in situ pocket is designed by considering maximum reactions from all areas of the pipe rack.

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POCKET DESIGN INPUT DATA:

Characteristic strength of concrete fcu = N/mm2

Characteristic strength of steel fy = N/mm2

Pre cast column width Bc = mm

Pre cast column depth Dc= mm

Clearance at bottom Cb= mm

Clearance at top Ct = mm

Depth of pocket H = mm

Width of pocket at top D = mm

Clear 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 1000 300 100 800 100 50 300 100 541.66 85.963 300 1000 50 100 1000 75 300 28 Originator Sheet No : CONTRACT NO : 1 - 14 - 3040/ 59 40 7.0

Checker

SLN

PROJECT: SEPC-MEG Rev Date Approver

SUBJECT :

VPP 2-Apr-07

A1

3041-8310-CA-0130 SAFETY CALC. YES

CALC. NO

460 500 800

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Uniform force along Z direction due to Fx = Fx/(Dc+2Ct)

= 541.664/((800+2*100)/1000)

= kN/m

Uniform force along X direction due to Fz = Fz/(Bc+2Ct)

= 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+Ct+Ct+D/2+D/2

X- direction = 500+100+100+300/2+300/2

= mm

Center to center distance B/W walls along h = Dc+Ct+Ct+D/2+D/2

Z- direction = 800+100+100+300/2+300/2 = mm k = (l/h)(hs/hw) 3 = (1000/1300)*(300/300)^3 = k1 = k+1 = k3 = k+3 = k5 = 2k+3 = q1 = W1(Dc+2Ct)/h+D = 541.664*(800+2*100)/(1300+300) = kN/m

Bending moment at B & D = q1h

2 k/12k1k3 = 338.54*(1.3)^2*0.77/(12*1.77*3.77) 541.664 1000 W2 W1 A1 MAIN PIPE RACK SUBSTRUCTURE DESIGN

122.80 CONTRACT NO : 1 - 14 - 3040/ 59

CALC. NO 3041-8310-CA-0130

SUBJECT : Sheet No :

541.66

2-Apr-07

28

PROJECT: SEPC-MEG Rev Date Originator Checker Approver

11 SLN VPP 4.54 338.54 1300 0.77 1.77 3.77 A B C D X Z h_w h_w hs h hs l q1

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= kN.m

Bending moment at A & C = Mbdk5/k

= 5.50*4.54/0.77

= kN.m

Free span moment Mx= q1h

2 /8 = 338.54*(1.3)^2/8 = kN.m Z - DIRECTION: kN/m k = (h/l)(hw/hs) 3 = (1300/1000)*(300/300)^3 = k1 = k+1 = k3 = k+3 = k5 = = q2 = W2(Bc+2Ct)/h+D = (122.80*(500+2*100))/(1000+300) = kN/m

Bending moment at C & D = q2*l 2

*k/12*k1*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*l

2 /8 = 66.13*(1)^2/8 = kN.m 122.80 2.30 2k+3 CONTRACT NO :

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 Sheet No :

8.27 Mz 5.50 Mbd Rev Mca 32.45 71.52 1.3 4.3 5.6 66.13 Mcd 0.72 Mab 3.12 Mcdk5/k A B C D X Z hw hw hs h h_s l q₂

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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-(MA+MB)/2

= 8.27-(35.57+8.62)/2

= kN.m

6.Span moment mid span AC = Mx-(MA+MC)/2

= 71.52-(35.57+33.17)/2

= kN.m

Maximum design moment M = kN.m

Effective 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 compression reinforcement is not required.

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 Asb= M/0.87fyz

= 37.15*10^6/(0.87*460*203.74584232665)

= mm2

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

Minimum area of steel Asb min= 0.4*450*300/100 1999 Table 3.27

= mm2

Area of steel required for 450mm width = mm2 Hence, area of steel required per 'm' width = 1200 mm2

zmax 0.40 540.00 540.00 455.57 35.57 Date M/bd2fcu 0.45H 450 PROJECT:

Originator Checker Approver

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

CALC. NO 3041-8310-CA-0130 SAFETY CALC. YES

MD 6.22 MAB MA SEPC-MEG Rev MAC 37.15 37.15 215 MB 8.62 MC -13.83 5.50+0.72 33.17 0.045 203.75 204.25 203.75 0.156 (0.5+SQRT(0.25-0.045/0.9))*215

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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+2Ct)/2

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

= kN

Tension force in Z- direction Fz = W2*(Bc+2Ct)/2

= 122.80*(500+2*100)/(2*1000)

= kN

Maximum tension force F = kN

Area of tension reinforcement Ast= F/0.87fy

= 270.83*10^3/(0.87*460) Area of steel required for 450mm width = mm2

Hence, area of steel required per 'm' width = mm2 Horizontal reinforcement required per face As = Asb+ 0.5 Ast

= 1200+0.5*1503.87

= mm2

Diameter of bar f = mm

Required spacing = mm

Provided spacing = mm

Area of steel provided = mm2

Provide 20mm dia @ 150mm c/c as horizontal reinf. on both faces.

SIDE WALLS: Walls AB & CD

Force in the walls AB & CD F1 = W1*(Dc+2Ct)/2

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

= kN

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

= 270.83*((1000-(0.45*1000)/2)/1000)

= kN.m

Effective depth of wall d1 = Bc+2*Ct+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

2-Apr-07 SLN

28

Sheet No : 14 SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN

1951.9 160.95 150 20 As prov A1 CALC. NO 676.74 42.98 270.83 3041-8310-CA-0130 H -0 .4 5 H /2 F₁

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OF k = M1/bd1 2 fcu 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 = 0.95d1 = 0.95*1195 = mm Hence, z = mm

Area of steel required = M1/0.87fyz

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

= mm2

Minimum % of steel = %

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

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

= mm2

No. of bars required =

No. of bars provided =

Provide 4-25dia , vertical bars at corners.

SIDE WALLS: Walls AC & BD

Force in the walls AC & BD F2 = W2*(Bc+2Ct)/2

= 122.80*(500+2*100)/(2*1000)

= kN

Moment in the walls due to F2 M2= F2*(H-0.45H/2)

= 42.98*((1000-(0.45*1000)/2)/1000)

= kN.m

Effective depth of wall d2 = Dc+2*Ct+2D-c-f-f/2

= (800+2*100+2*300)-75-20-20/2 = mm 42.98 1495.00 3.18 4 1560.00 1135.3 1135.3 0.40 As1 461.99 0.0122 0.156 1178.5 Asmin 25 33.31 CALC. NO 3041-8310-CA-0130

28

SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN Sheet No : 15

H -0 .4 5 H /2 F₂

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Depth of lever arm z = (0.5+(0.25-k/0.9))d,but not greater than 0.95d = (0.5+SQRT(0.25-0.001/0.9))*1495 = mm zmax = 0.95d = 0.95*1495 = mm Hence, z = mm

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

= mm2

Minimum % of steel = %

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

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

= mm2

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 = mm

Provide 16 dia @ 150mm c/c as vertical reinforcement 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.

= mm

Depth 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 F1 & F2

= kN

Design 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/mm2

Design concrete shear stress vc = 0.84{100As/bd} 1/3

(400/d)1/4/gm

 100As/bd should not be greater than 3.

 400/d should not be taken as less than 1.  If fcu is greater than 30N/mm 2 , vc may be 58.606 0.40 1920.00 Originator Checker 1420.3 1000 16 268.08 750 3.91 0.001 0.156 1492.9 1420.3 4 300 215 Rev As2 Asmin 25 150 270.83 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

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multiplied by (fcu/30) 1/3

, the value of fcu should

not greater than 40N/mm2 100As/bd = < 3 So, 100As/bd =

400/d = > 1 So, 400/d =

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

= N/mm2

v > vc,Hence, Provide Shear reinforcement. Providing diagonal bars to resist the shear.

= bvsv(v-vc)/0.87fy

Vb = Asb(0.87fy)(Cosa + sin acot b)d-d'/Sb

Vb = (v-vc)*bd

= (1.26-0.86)*300*215/1000

= kN

Diameter of diagonal bars = mm

Area of diagonal bar = mm2

Provided spacing of diagonal bars = mm

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

13mm dia@150mm c/c

20mm dia @150mm c/c

16mm dia @ 150mm c/c 26.02

4-25mm dia bars at four corners.

0.86

Asv

0.97 0.97

1.86 SAFETY CALC. YES

1.86

PROJECT: SEPC-MEG

CALC. NO 3041-8310-CA-0130

Approver

Originator Checker Rev Date 13 132.73 173.54 150 v v v

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GROUND BEAM -1, DESIGN INPUT DATA:

Characteristic strength of concrete fcu = N/mm2 Characteristic strength of steel fy = N/mm2 Average factored dead+live factor gf =

Cover to the reinforcement C = mm

Max. 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 = gfF/0.87fy

= 1.5*604.17*10^3/(0.87*460)

= mm2

Diameter of bar provided at top and bottom f = mm No. of bars provided at top and bottom = No.s

Provided area of steel = 6*3.14*32^2/4

= mm2

BEAM SIZE:

Designing the beam as a column member, assuming the member sizes.

Width of member b = mm

Depth of member D = mm

Ultimate axial load N = 0.4fcuAc+0.75Ascfy As per SS CP 65: Part 1:

1999 cl. 3.8.4.3, equation -38

=

= kN > kN

Hence Safe.

CHECKING FOR SELF WEIGHT & SOIL WEIGHT:

Length of member l = m

Unit weight of concrete wc= kN/m3

Self weight of member = 0.4*0.6*24

= kN/m

Moment due to self weight M1= W1l 2

/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/m3

Weight on member due to soil = 0.4*1.45*18

= kN/m

Moment due to soil weight M2= W2l 2 /8 = 10.44*7^2/8 = kN.m Total moment M = M1+M2 = 35.28+63.95 = kN.m 8.0 2264.5 6 Asc reqd. 7.0 600 Asc prov. 4825.5 63.9 CALC. NO 3041-8310-CA-0130 Approver Date

SAFETY CALC. YES SUBJECT :

VPP 2-Apr-07

A1

Checker

SLN

28 Originator Sheet No : CONTRACT NO : 75 604.17 1 - 14 - 3040/ 59 40 460 1.5 W1 5.76 35.28 32 24 400 5427.6 0.4*40*(400*600-4825.49)+0.75*4825.49*460)/1000 604.17 99.2 1.45 18 W2 10.4

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Reinforcement required to resist moment:

Effective depth of member d = D-c-f/2 = 600-75-32/2

= mm

Breadth of beam considered b = mm

k = As per SS CP 65: Part 1:

1999 cl. 3.4.4.4.

= 99.23*10^6/(400*509^2*40) =

= mm

= 0.95d

= mm

Hence, z = mm

Area of steel required Asb = M/0.87fyz

= 99.23*10^6/(0.87*460*483.55)

= mm2

Hence, area of steel required = mm2

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

= mm2 Provided steel = mm2 GB-1 is O.K. (0.5+SQRT(0.25-0.024/0.9))*509 509 Originator Checker 4825.5 M/bd2fcu 400 0.024 495.08 483.55 483.55 0.156 2777.25 SLN VPP 28

SUBJECT : Sheet No : 19

CALC. NO 3041-8310-CA-0130 CONTRACT NO : 1 - 14 - 3040/ 59 SAFETY CALC. YES

512.75 512.75 zmax 0.13 312.00 512.75 99.23 A1 MAIN PIPE RACK SUBSTRUCTURE DESIGN

2-Apr-07 H.P.P G.B. P.C. 400 1000 50

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SUBJECT Page No 20 OF 28

PROJECT Rev. Date Originator Checker Approver

CONTRACT NO A1 2-Apr-2007 _SLN _VPP

SAFET CALC CALC NO

9.0 ANCHOR BOLT DESIGN

For anchor bolt design, unfactored loads are considered. Critical Load cases

Node L/C Fx Fy Fz

300 113 3.136 407.346 76.986 Maximum Fz

300 162 -0.988 -145.387 -48.864 Minimum Fy

Case 1: Node no.300 load case 113 (Maximum Fz)

Assume diameter of bolt = 24 mm

Tensile area of bolt = 361.91 mm2

Number of anchor bolts = 4

Permissible shear stress of bolt = 80 N/mm2 Cl. 15.2 of 3041-8310-SP-3003

Permissible tensile stress of Bolt =0.8*ft = 120 N/mm2 for Grade 4.6 bolts.

Resultant Shear on Bolts = sqrt(Fx 2

+Fz 2

)/No. of Bolts = 19.26 kN

Shear stress per bolt = 53.22 N/mm2 < 80, O.K Case 2: Node no.300 load case 162 (Minimum Fy)

Assume diameter of bar = 24 mm

Tensile area of bolt = 361.91 mm2

Number of anchor bolts = 4

Permissible shear stress of bolt = 80 N/mm2 Cl. 15.2 of 3041-8310-SP-3003

Permissible tensile stress of bolt =0.8*ft = 120 N/mm2 for Grade 4.6 bolts.

Resultant shear on bolts = sqrt(Fx 2

+Fz 2

)/No. of Bolts 12.22 kN

Shear stress per bolt = 33.76 N/mm2 < 80, O.K

Tensile force per bolt = 36.35 kN

Tensile stress per bolt = 100.43 N/mm2 < 120, O.K

Interaction ratio = 1.26 <1.4, O.K

Anchor bolt projection P =

where t = 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 bolts Diameter of bolt

25+25+(1+0.5)*24

t+b+(n+0.5)d+ (50mm for bolts > 36mm dia meter to allow for taper)

SEPC-MEG 1-14-3040/59 YES

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Page No 21 OF 28 Rev. Date Originator Checker Approver

A1 02.04.07 SLN VPP

10.0 BASE PLATE DESIGN

Designed 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 Eccentricity

P 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 breadth Flange W eb 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 stress in bolt (MPa) 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

Tensile stress (ft) Shear stress (fs) Interaction Bearing stress (fc) Bending stress in in 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 < Pyp

O.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 NO SAFET CALC CALC NO 1-14-3040/59

MIAN PIPE RACK SUBSTRUCTURE DESIGN SEPC-MEG PROJECT 1 H1 M1 1 2 H2 M2 2 A2 A2 B2 A1 B1 A1 PLAN P t Fc FT y fc e ELEVATION

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Page No 22 OF 28 Rev. Date Originator Checker Approver

A1 27.03.07 SLN PREMA

Design with gussets (mm) Check for overall section

64.06

Stiffeners Moment of Sec. mod. (mm3) Stress in base Stress in gst. No. Thk. Height Inertia (mm4) Btm. Top plate.(MPa) plate.(MPa)

2 12 250 102669271 1602642 486728 3.46 11.38

Check for individual panel. (See note below.) Uniform pressure of 3.06 MPa below the base is assumed.

Corner Panel (Two adjacent edges are supported.) 'a' is always smaller side of the panel.

a b a/b Stress at 1 Stress at 2

(mm) (mm) (MPa) (MPa)

85.10 95.20 0.89 68.54 67.41

Interior Panel (Three edges are supported.)

a b a/b Stress at 1 Stress at 2 Stress at 3

(mm) (mm) (MPa) (MPa) (MPa)

102.90 95.20 1.08 17.13 13.09 26.67

< Pyp, --- O.K. < Pyp, --- O.K. < Pyp, --- O.K.

Note Design coefficients are taken from ROARK's Formulas for Stress and Strains .... W arren C Yong.

SAFET CALC YES

PROJECT SEPC-MEG

CALC NO 3041-8310-CA-0130

< Pyp, --- O.K. < Pyp, --- O.K.

SUBJECT MAIN PIPE RACK SUB STRUCTURE DESIGN

CONTRACT NO 1-14-3040/59 a b 1 2 a b 1 3 2 2 no. of stiffeners t He ig h t

Section is checked here

mm a n

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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 mm D = 209.6 mm T1 = 14.2 mm t2 = 9.4 mm r = 15.2 mm b1 = 83 mm d1 = 165 mm Weld Size = 8 mm Weld Length WL= 2*B+2*d1+4*b1 =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 = 0.455kN/mm Force on weld due to H1,FH1=H1/WL = 3.764/1073.6 = 0.004kN/mm

Force on weld due to H2=FH2=H2/WL = 92.384/1073.6 = 0.086 kN/mm

Resltant Force on weld = sqrt(FP2+FH12+FH22) = Sqrt(0.455^2+0.004^2+0.086^2)

= 0.463kN/mm

Weld Capacity = 0.7*220*8/1000 = 1.232kN/mm O.K

Table 37 of BS 5950-1:2000

CALC NO 3041-8310-CA-0130

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

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OF

PLINTH DESIGN INPUT DATA:

Length of pedestal l = mm

Breadth of pedestal b = mm

Height of pedestal H = mm

Unit weight of concrete wc = kN/m3

Clear cover to reinforcement c = mm

Dia. of longitudinal bar f = mm

Dia. of horizontal reinforcement ft = 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

Moments

Mx = kN.m

Mz = kN.m

MOMENTS DUE TO ECCENTRICTY

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

1999, Cl. 3.8.2.4

Momnet due to eccentricity Me = Fy*e

= 488.816*0.02

= kN.m

DESIGN FORCES & MOMENTS

Self. Weight of plinth wp = l*b*H*wc

= 0.6*0.6*1*24

= kN

Total Downward force Pu = Fy+wp

= 488.82+8.64

= kN

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

= 92.38*1+0

= kN.m

Moment about Z - axis MZ = Fx*H+Mz or Me

= 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 :

VPP 2-Apr-07

A1

Checker SLN 1 - 14 - 3040/ 59 SEPC-MEG Rev 28 Originator Sheet No : CONTRACT NO : Approver 40 460 PROJECT: CALC. NO 3041-8310-CA-0130 11.0 10 75 20 600 600 1000 24 488.816 3.764 92.384 0 0 8.64 497.46 92.38 9.78 X Z l b

(24)

OF

Slenderness ratio = l '/ b'

= 515/515 =

Bi- AXIAL MOMENT CHECK

Mx/l' Mz/b', Mx' = MX + b(l'/h')MZ Equation 40 Mx/l' <Mz/b', Mz' = MZ + b(b'/l')MX Equation 41 P/BLfcu = 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' = kNm

Hence, ultimate design moment Mu = kNm

REINFORCEMENT : Longitudinal bars: Mu/bl 2 = N/mm2 Pu/bl = N/mm2 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

= mm2

Diameter of bar provided f = mm

No. of bars required = No.S

Provided No. of bars = No.s

Provided area of steel = mm2

Hence Provide 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. 6mm

Diameter of tie - bars, maximum of a & b = 6 mm

Provided diameter of bar ft =

Spacing required for tie bars = 12 times longitunal bar.

= mm

Provided spacing for ties = 100 mm

2513.3 5 10 120 20 4.58 8 0.86 0.4 1440.00 Asc 101.73 101.73 0.47 1.38 1.00 0.035

FOSTER WHEELER

Approver

SLN VPP

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

(25)

OF

CHECK FOR SHEAR REINFORCEMENT :

As per SS CP 65: Part 1: 1999 cl. 3.8.4.6

Ultimate axial load on column N = 0.4fcuAc + 0.75Ascfy

= = kN Mu/N = mm 0.6b = mm Mu/N < 0.6b Hence O.K. 8-20dia bars 10 dia ties @100mm c/c 600 6586.9 15.44 600

Note: In the above figure, X is the distance between anchor bolt and plinth main reinforcement bar, it is less than E/3( E is Anchorbolt embedment length), hence no need to provide the tensile vertical hairpin reinforcement to transfer tensile forces from anchor bolt to main reinforcement.

28 Originator Checker

SUBJECT : MAIN PIPE RACK SUBSTRUCTURE DESIGN Sheet No : 25

VPP

300

Providing plinth - P2 for the stair case columns which is covered in Dwg. No: 3041-8310-39-3011, plinth typical details.

FOSTER WHEELER

Approver

A1 SLN

CONTRACT NO :

1 - 14 - 3040/ 59

CALC. NO 3041-8310-CA-0130

(26)

(27)

OF

GROUND BEAM - 6, DESIGN INPUT DATA:

Cover to the reinforcement C = mm

Max. 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)

= mm2

Diameter of bar provided at top and bottom f = mm No. of bars provided at top and bottom = No.s

Provided area of steel = 6*3.14*16^2/4

= mm2

BEAM SIZE:

Designing the beam as a column member, assuming the member sizes.

Width of member b = mm

Depth of member D = mm

Ultimate axial load N = 0.4fcuAc+0.75Ascfy As per SS CP 65: Part 1:

1999 cl. 3.8.4.3, equation -38

=

= kN > kN

Hence Safe.

CHECKING FOR SELF WEIGHT & SOIL WEIGHT:

Length of member l = m

Unit weight of concrete wc= kN/m3

Self weight of member = 0.3*0.4*24

= kN/m

Moment to due to self weight M1= W1l 2

/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/m3

weight on member due to soil = 0.3*1.45*18

= kN/m

Moment due to soil weight M2= W2l 2 /8 = 7.83*6^2/8 = mm Total moment M = M1+M2 = 12.96+35.24 = kN.m 12.0 1.45 18 W2 7.83 6.0 400 Asc prov. 48.2 40 460 75 W1 16 24 Asc reqd. SEPC-MEG Rev 28 Originator Sheet No : CONTRACT NO : 1 - 14 - 3040/ 59 SUBJECT : VPP 2-Apr-07 A1

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 300 76.987

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OF

Reinforcement required to resist moment:

Effective depth of member d = D-c-f/2 = 400-75-16/2

= mm

Breadth of wall considered b = mm

k = As per SS CP 65: Part 1:

1999 cl. 3.4.4.4.

= 48.20*10^6/(300*317^2*40) =

= mm

= 0.95d

= mm

Hence, z = mm

Area of steel required Asb= M/0.87fyz

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

= mm2

Hence, area of steel required = mm2

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

= mm2

Provided steel = mm2

GB-6 is O.K.

2-Apr-07 399.89 zmax 0.13 156.00 399.89 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 27 Sheet No : 28 Approver 301.15 301.15 0.156 (0.5+SQRT(0.25-0.040/0.9))*317 317 688.45 1206.4 M/bd2fcu 300 0.040 302.23 H.P.P G.B. 400 1000 50 PLINTH

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APPENDIX - A

POCKET DESIGN FOR ERECTION MOMENTS.

SEPC-MEG Rev Originator

CONTRACT NO : 1 - 14 - 3040/ 59 SUBJECT :

PROJECT:

3041-8310-CA-0130 SAFETY CALC. YES

2-Apr-07 A1 Approver Date Checker SLN VPP CALC. NO

(30)

(31)

OF

INPUT DATA:

Characteristic strength of concrete fcu = N/mm2 Characteristic strength of steel fy = N/mm2

Pre cast column width Bc = mm

Pre cast column depth Dc= mm

Clearance at bottom Cb= mm

Clearance at top Ct = mm

Depth of pocket H = mm

Width of pocket at top D = mm

Clear cover to the reinforcement c = mm

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

Column size = x mm

Wind pressure = kN/m2

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*12^2/2

= 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 1.10 Mw 79.37 Mz 19.843 300 119.06

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

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

500 800 0.689 Cpe 800 50 100 1000 1 - 14 - 3040/ 59 40 460 500 75

A9 Originator Sheet No : SUBJECT : VPP 2-Apr-07 A1

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 Tr a n s v e rs e D ire c tion -Z P.C. Column

(32)

OF

ii) Other Forces: [Figure :2]

Size of main transverse beam at EL. +112.00 = x mm

Length of main transverse beam = m

1% of factored self weight of beam = 1.5*1*0.45*0.75*24*12/100

= kN

Hence, shear force in the transverse direction Fz = kN

Moment 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-AXIS

Uniform force due to moment about Z axis = (Mz/2/3H)/(Dc+2Ct)

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

= kN/m

Uniform force along Z direction due to Fx = Fx/(Dc+2Ct)

= 19.8432/((800+2*100)/1000)

= kN/m

Total UDL on pocket along Z- direction = w1+w2

= 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 horizontal force 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 1000 w1 300 100 800 100 50 300 100 CONTRACT NO : 1 - 14 - 3040/ 59

A1

178.589

A9

PROJECT: SEPC-MEG Rev Date Originator Checker Approver

SUBJECT : A2 SLN VPP 19.843 1.46 300 1000 12 1.46 2-Apr-07 Sheet No : Mx w3 w4 w3 Mz w2 w1 w₁ 2/3H

Reaction due to moment

Reaction due to moment 2/3H

(33)

OF

ALONG X-AXIS

Uniform force due to moment about X-axis = (Mx/2/3H)/(Bc+2Ct)

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

= kN/m

Uniform force along X direction due to Fz = Fz/(Bc+2Ct)

= 1.46/((500+2*100)/1000)

= kN/m

Total UDL on pocket along X- direction = w3+w4 = 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+Ct+Ct+D/2+D/2

X- direction = 500+100+100+300/2+300/2

= mm

Center to center distance B/W walls along h = Dc+Ct+Ct+D/2+D/2

Z- direction = 800+100+100+300/2+300/2 = mm k = (l/h)(hs/hw) 3 = (1000/1300)*(300/300)^3 = k1 = k+1 = k3 = k+3 = k5 = 2k+3 = q1 = W1(Dc+2Ct)/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 :

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

SLN

Originator Checker 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

(34)

OF

Bending moment at B & D = q1h 2

k/12k1k3

= 124.02*(1.3)^2*0.77/(12*1.77*3.77)

= kN.m

Bending moment at A & C = Mbdk5/k = 2.01*4.54/0.77

= kN.m

Free span moment Mx= q1h

2 /8 = 124.02*(1.3)^2/8 = kN.m Z - DIRECTION: kN/m k = (h/l)(hw/hs) 3 = (1300/1000)*(300/300)^3 = k1 = k+1 = k3 = k+3 = k5 = = q2 = W2(Bc+2Ct)/h+D = (39.574*(500+2*100))/(1000+300) = kN/m

Bending moment at C & D = q2*l 2

*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*l

2 /8 = 21.31*(1)^2/8 = kN.m 39.57 VPP 2.30 2k+3 Mz Mab 2.66 Originator Date SLN 1.01 Mcdk5/k PROJECT:

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 2.01 Mbd Mca 11.89 0.23 SEPC-MEG Rev YES 4.3 5.6 21.31 Mcd 26.20 A B C D X Z hw hw hs h hs l q2

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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-(MA+MB)/2 = 2.66-(12.89+3.02)/2

= kN.m

6.Span moment mid span AC = Mx-(MA+MC)/2 = 26.20-(12.89+12.12)/2

= kN.m

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

= mm

= 0.95d

= mm

Hence, z = mm

Area of steel required Asb = M/0.87fyz

= 13.69*10^6/(0.87*460*204.25)

= mm2

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

= mm2

Area of steel required for 450mm width = mm2 Hence, area of steel required per 'm' width = mm2

VPP

0.016 CONTRACT NO : 1 - 14 - 3040/ 59

2-Apr-07 SLN

A9

Sheet No : A5 CALC. NO A1 1200 0.40 540.00 540.00 SUBJECT : DESIGN OF POCKET FOR P.C. COLUMN

3041-8310-CA-0130 167.52 12.89 MC MD MAB MA MB M/bd2fcu 0.45H 450 3.02 -5.29 2.01+0.23 12.12 2.25 210.99 204.25 204.25 0.156 (0.5+SQRT(0.25-0.016/0.9))*215 MAC 13.69 13.69 215 zmax

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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+2Ct)/2

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

= kN

Tension force in Z- direction Fz = W2*(Bc+2Ct)/2

= 39.57*(500+2*100)/(2*1000)

= kN

Maximum tension force F = kN

Area of tension reinforcement Ast= F/0.87fy

= 99.22*10^3/(0.87*460) Area of steel required for 450mm width = mm2 Hence, area of steel required per 'm' width = mm2 Horizontal reinforcement required per face As = Asb+ 0.5 Ast

= 1200+0.5*550.92

= mm2

Area of steel provided = mm2

Provide 20mm dia @ 200mm c/c as horizontal reinf. on both faces.

SIDE WALLS: Walls AB & CD

Force in the walls due to UDL & moment F1 = W1*(Dc+2Ct)/2

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

= kN

Force due to moment F2 = w1*(Dc+2Ct)/2

= 178.59*(800+2*100)/(2*1000)

= kN

Moment in the walls due to F1 & F2 M1= F1*(H-0.45H/2)-(F2*0.45H/2) =

= kN.m

Effective depth of wall d1 = Bc+2*Ct+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

1570.8

200

As prov

A6 SUBJECT : DESIGN OF POCKET FOR P.C. COLUMN

CONTRACT NO : 1 - 14 - 3040/ 59 SLN VPP 1195.00 99.22 56.80 Sheet No : 550.92 1475.5 212.92 20 247.92 13.85 99.22 H -0 .4 5 H /2 F1 F2

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Depth of lever arm z = (0.5+(0.25-k/0.9))d,but not greater than 0.95d = (0.5+SQRT(0.25-0.003/0.9))*1195 = mm zmax = 0.95d1 = 0.95*1195 = mm Hence, z = mm

= 56.80*10^6/(0.87*460*1135.25)

= mm2

Minimum %age of steel = %

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

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

= mm2

SIDE WALLS: Walls AC & BD

Force in the walls due to UDL & moment F3 = W2*(Bc+2Ct)/2

= 39.57*(500+2*100)/(2*1000)

= kN

Force due to moment F4 = w3*(Bc+2Ct)/2

= 37.49*(500+2*100)/(2*1000)

= kN

Moment in the walls due to F2 M2= F3*(H-0.45H/2)-F4*0.45H/2 =

= kN.m

Effective depth of wall d2 = Dc+2*Ct+2D-c-f-f/2

= (800+2*100+2*300)-75-20-20/2 = mm 13.85 Asmin 25 3.18 4 1560.00 0.156 1190.6 13.12 13.85*((1000-(0.45*1000)/2)/1000)-13.122*((0.45*1000/2)/1000) 1135.3 1135.3 0.40 125.02 7.78 1495.00 CALC. NO 3041-8310-CA-0130 As1 0.0033 Checker SLN SAFETY CALC. YES

Rev Date A7 A9 PROJECT: SEPC-MEG CONTRACT NO : 1 - 14 - 3040/ 59 A1 2-Apr-07 Originator VPP Approver

SUBJECT : DESIGN OF POCKET FOR P.C. COLUMN Sheet No :

H -0. 45 H /2 F₃ 0 .4 5 H /2 F4

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Depth of lever arm z = (0.5+(0.25-k/0.9))d,but not greater than 0.95d = (0.5+SQRT(0.25-0.000/0.9))*1495 = mm zmax = 0.95d = 0.95*1495 = mm Hence, z = mm

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

= mm2

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

= mm2

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 = mm

Provide 16 dia @ 200mm c/c as vertical reinforcement 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.

= mm

Depth 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 F1 & F3 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/mm2

Design concrete shear stress vc = 0.84{100As/bd} 1/3

(400/d)1/4/gm

 100As/bd should not be greater than 3.

 400/d should not be taken as less than 1.

 If fcu is greater than 30N/mm 2

, vc may be multiplied by (fcu/30)

1/3

, the value of fcu should not greater than 40N/mm2

CALC. NO 3041-8310-CA-0130 Approver CONTRACT NO : 1 - 14 - 3040/ 59 A1 2-Apr-07 SLN VPP SUBJECT : A8 A9 1494.5 1420.3

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

215 4 13.692 0.40 1920.00 1420.3 1000 16 268.08 750 3.91 300 99.22 0.46 Asmin 25 200 As2 Date Originator 0.000 0.156 Checker