Eqp Foundation

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20-06-13

Date

Copyright 2010 Larsen and Toubro, Mumbai. All Rights Reserved.

Larsen and Toubro

Powai CampusDoc No. : L&T/RIL/AEP/44PS4800/C/201 Revision No. : 0

PROJECT

132KV AIS SWITCHYARD PACKAGE - DATA CENTRE - NAGPUR

Owner : RELIANCE INDUSTRIES LTD

DESIGN OF EQUIPMENT FOUNDATION

FOR CT, PT, LA AND BPI

Owner's Consultant : JACOBS

Revision Prpd By Chkd By

Consultant : Alif Engineers & Planners, Mumbai

Project No : 44PS4800

R0 ASK SA


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3/41

Normal SCF

Maximum vertical load at PL = 0.530 Ton 0.530 Ton

Maximum shear at PL = 0.216 Ton 0.200 Ton

Maximum moment at PL = 0.434 Tm 0.940 Tm

Back to Back of angles in elevation = 0.500 m

Back to Back of angles in side view = 0.500 m

CG of vert angle = 1.41 cm

Design Data:

Dep th o f Foundation = 2 m

Depth of filling 0 m

Safe Bearing capacity of soil = 11 t/m2

Density of soil = 1.7 t/m3

Gross Bearing capacity of soil = 11 x 1.25 + 1.7

x 2

= 17.15 t/m2

Grade of concrete = 30

Density of concrete = 2.5 t/m3

Reinforcement yield stress = 500 N/mm2

FOS = 2 1.5 (SCF)

Coefficient of friction between soil&conc = 0.6

Angle of repose = 6 degrees

0.3

2.0

0.2

1.30

ALIF ENGINEERS AND PLANNERS Design calculation LA FoundationDOC.NO:

L&T/RIL/AEP/44PS4800/C/201

REV R0

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REV R0

Assume size of raft as follows

L = 1.30 m

B = 1.30 m

t = 0.2 m

Depth of foundation from FGL D = 2.0 m

Pedestal size pxp = 0.70 m x 0.700 m

Plinth level from FGL = 0.30 m

Height of pedestal = 2.1 m

SCF

Factored Longitudinal moment at base M = 1.86 tm 2.1 tm

Height of soil = 1.80 m

Calculation of down thrust

Weight of raft w1 = 1.3 x 1.3 x 0.2

x 2.5

= 0.845 t

Weight of pedestal w2 = 0.7 x 0.7 x 2.1

x 2.5 x 2

= 5.15 t

Total wr = 5.99 t

Weight of soil ws = ( 1.3 x 1.3 ) - ( 1 x 0.7

x 0.7 ) x ( 1.8 x 1.7 )

ws = 3.67 t

Vertical load Equip + str = 0.53 t 0.53 t

Factored Total vertical load P = 20.38 t 15.29 t

Unfactored loads = 10.19 t 10.19 t

Check for eccentricity,bearing pressure &overturning

Maximum soil pressure p1 (Considering unfactored loads) = 6.03 + 2.54

= 8.57 t/m2< 17.15 SAFE

F.O.S against overturning = 20.38 x 1.3 / 2

= 1.86

= 7.12 > 1.5 SAFE

F.O.S against sliding = 15.29 x 0.6

0.216= 42.47 > 1.5 SAFE


SCF Cond = 2.10

= 4.73 > 1.5 SAFE


SCF Cond 0.200

= 45.86 > 1.5 SAFE

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REV R0

Design of bottom pad

Downward pressure to concrete = 0.2 x 2.5

= 0.5 t/m

Downward pressure due to earth = 1.8 x 1.7

= 3.06 T/m

Net upward pressure on pad = 8.57 - 3.56

= 5.01 t/m

Maximum overhang = 1.3 - 0.70

2

= 0.3 m

Maximum bending moment = 5.01 x 0.32

2

= 0.23 tm

Factored maximum moment = 0.23 x 2

= 0.34 tm

Effective depth d = 145 mm

Mu/bd2 = 3319338

1000 x 1452

= 0.16 N/mm2

% steel = 0.036 %

Minimum % steel = 0.12 %

Ast required = 174.00 mm

Assume diameter of bars as = 10 mm

centre to centre spacing = 200 mm OK

Ast provided = 392.6 mm2

Hence provide 10 mm @ 200 mm c/c at Top and Bottom

Check for shear:-

one way shear

Maximum shear at a distance "d" from the face of the column

Overhang from the face of the column = 0.3 - 0.145

= 0.155 m

Shear force = 5.01 x 0.155

= 0.78 t/m

Factored Shear force Vu = 1.55 t

Maximum shear stress Tv = 15540

1000 x 145

= 0.11 N/mm2

For pt '= 0.27

b factor = 12.86

Permissible shear stress = t c = 0.38 N/mm2 SAFE

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REV R0

Two way shear

Critrical section at d/2 from face of pedestal = 72.5 mm

Perimeter for fractured pyramid = 2 * (B1+d+L1+d) = 3090 mm

Area of fractured pyramid = (B1+d) * (L1+d) = 0.714025 m2

Punching shear = V = (1-Pyramid Area/Area of footing) * P Max

= 2.895 Ton

Eff depth at critical section 145 mm

Shear stress = Vu / (Perimeter * Min Depth) = 0.10 N/MM2

Allowable shear stress = 0.25 * SQRT(Fck) = 1.37 N/MM2

HENCE SAFE

Design of Pedestal

Pedestal size = 0.7 m x 0.70 m

Vertical load on pedestal = 20.384 t

self weight of pedestal = 2.1 x 0.7 x 0.7

x 2.5= 2.57 t

Total vertical load = 22.96 t

shear at plinth level = 0.22 t

Moment at the base of the pedestal 0.22 x ( 2.3 - 0.2 )

= 0.45 tm

0.3

2 0.70

10 mm @ 200 mm c/c @Bottom

0.2

1.3 m x 1.3 m

Factored Total vertical load = 45.91 t

Factored Moment at the base of the pedestal = 0.91 tm

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REV R0

A. COMPRESSION WITH BENDING

lef = 2.1 x 2 4.20 m

lef / D = 6.00 < 12 Short Column

Total Moment = 0.91 + 0.00 = 0.91 Tm

Since Load is is very less only minimum reinforcement as per cl. 25.5.3(g) of IS 456 will be required.

Concrete area required to resist direct vertical load= 45.91 x 10000

0.36 x 30.00

= 42512.04 mm2

Minimum Ast required = 0.8 % of the concrete area required to resist direct vertical load

= 0.80 x 42512.04 = 340.10 mm2

100.00

Provide longitudinal reinforcement of 12 nos 12 dia

Ast Provided = 1356.48 mm2

Spacing between reinforcement = 206.67 < 300.00 OK

Design for lateral ties :

Spacing of lateral ties shall be least of the following :-

I) Least lateral dimn of column = 700.00 mm

ii) 16 x dia of longitudinal reinf = 16.00 x 12.00 = 192.00 mm

iii) 48 x dia of transverse reinforcement= 48.00 x 8.00 = 384.00 mm

Privide 8mm ties at 190 mm c/c.

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

Larsen and Toubro 7


8/41

Normal SCF







Design Data:

Depth o f Foundation = 2 m





x 2

= 17.15 t/m2




FOS = 2 1.5 (SCF)



ALIF ENGINEERS AND PLANNERS Design calculation BPI FoundationDOC.NO:

L&T/RIL/AEP/44PS4800/C/

REV R0

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REV R0

0.3

2.0

0.2

1.30


L = 1.30 m

B = 1.30 m

t = 0.2 m





SCF





x 2.5

= 0.845 t


x 2.5 x 2

= 3.78 t

Total wr = 4.63 t


x 0.6 ) x ( 1.8 x 1.7

ws = 4.07 t






= 7.94 t/m2< 17.15 SAFE


= 1.82

= 6.59 > 1.5 SAFE

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REV R0


0.207

= 40.11 > 1.5 SAFE


SCF Cond = 5.23

= 1.72 > 1.5 SAFE


SCF Cond 0.501

= 16.57 > 1.5 SAFE



= 0.5 t/m2


= 3.06 T/m2

Net upward pressure on pad = 7.94 - 3.56= 4.38 t/m

2


2

= 0.35 m


2

= 0.27 tm


= 0.40 tmEffective depth d = 145 mm

Mu/bd2 = 3951219

1000 x 1452

= 0.19 N/mm2

% steel = 0.043 %


Ast required = 174.00 mm2





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REV R0

Check for shear:-

one way shear



= 0.205 m

Shear force = 4.38 x 0.205

= 0.90 t/m



1000 x 145

= 0.12 N/mm2

For pt '= 0.27

b factor = 12.86


Two way shear





= 2.944 Ton




HENCE SAFE

Design of Pedestal




x 2.5

= 1.89 t



Moment at the base of the pedestal 0.21 x ( 2.3 - 0.2

= 0.43 tm

0.3

2 0.60


0.2

1.3 m x 1.3 m



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REV R0




lef = 2.1 x 2 4.20 m


Total Moment = 0.87 + 0.00 = 0.87 Tm



0.36 x 30.00

= 37665.93 mm2


= 0.80 x 37665.93 = 301.33 mm2

100.00













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REV R0



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Normal SCF







Design Data:






x 2

= 17.15 t/m2




FOS = 2 1.5 (SCF)



0.3

2.0

0.2

1.30

ALIF ENGINEERS AND PLANNERS Design calculation CT FoundationDOC.NO:


REV R0



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REV R0


L = 1.30 m

B = 1.30 m

t = 0.2 m





SCF





x 2.5

= 0.845 t


x 2.5 x 2

= 7.59 t

Total wr = 8.43 t


x 0.85 ) x ( 1.8 x 1.7

ws = 2.96 t






= 10.29 t/m2< 17.15 SAFE


= 2.16

= 7.47 > 1.5 SAFE

F.O.S against sliding = 18.60 x 0.60.246

= 45.37 > 1.5 SAFE


SCF Cond = 1.84

= 6.58 > 1.5 SAFE


SCF Cond 0.175

= 63.78 > 1.5 SAFE



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REV R0



= 0.5 t/m2


= 3.06 T/m

2


= 6.73 t/m2


2

= 0.225 m


2

= 0.17 tm



Mu/bd2 = 2505731

1000 x 1452

= 0.12 N/mm2

% steel = 0.027 %







Check for shear:-

one way shear



= 0.08 mShear force = 6.73 x 0.08

= 0.54 t/m



1000 x 145

= 0.07 N/mm2

For pt '= 0.27

b factor = 12.86




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REV R0

Two way shear





= 2.786 Ton




HENCE SAFE

Design of Pedestal



self weight of pedestal = 2.1 x 0.9 x 0.9x 2.5

= 3.79 t




= 0.52 tm

0.3

2 0.8510 mm @ 200 mm c/c @Bottom

0.2

1.3 m x 1.3 m





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REV R0


lef = 2.1 x 2 4.20 m


Total Moment = 1.03 + 0.00 = 1.03 Tm



0.36 x 30.00

= 52956.90 mm2


= 0.80 x 52956.90 = 423.66 mm2

100.00













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REV R0



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Normal SCF







Design Data:






x 2

= 17.15 t/m2




FOS = 2 1.5 (SCF)



0.3

2.0

0.2

1.30

ALIF ENGINEERS AND PLANNERS Design calculation PT FoundationDOC.NO:


REV R0



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REV R0


L = 1.30 m

B = 1.30 m

t = 0.2 m





SCF





x 2.5

= 0.845 t


x 2.5 x 2

= 5.15 t

Total wr = 5.99 t


x 0.7 ) x ( 1.8 x 1.7

ws = 3.67 t






= 9.05 t/m2< 17.15 SAFE


= 2.03

= 6.77 > 1.5 SAFE

F.O.S against sliding = 15.89 x 0.60.228

= 41.81 > 1.5 SAFE


SCF Cond = 1.84

= 5.62 > 1.5 SAFE


SCF Cond 0.175

= 54.47 > 1.5 SAFE



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REV R0



= 0.5 t/m2


= 3.06 T/m

2


= 5.49 t/m2


2

= 0.3 m


2

= 0.25 tm



Mu/bd2 = 3632673

1000 x 1452

= 0.17 N/mm2

% steel = 0.040 %







Check for shear:-

one way shear



= 0.155 mShear force = 5.49 x 0.155

= 0.85 t/m



1000 x 145

= 0.12 N/mm2

For pt '= 0.27

b factor = 12.86




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REV R0

Two way shear





= 3.168 Ton




HENCE SAFE

Design of Pedestal




x 2.5

= 2.57 tTotal vertical load = 23.76 t



= 0.48 tm

0.3

2 0.70


0.2

1.3 m x 1.3 m





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REV R0


lef = 2.1 x 2 4.20 m


Total Moment = 0.96 + 0.00 = 0.96 Tm



0.36 x 30.00

= 43993.52 mm2


= 0.80 x 43993.52 = 351.95 mm2

100.00






I) Least lateral dimn of column = 700.00 mmii) 16 x dia of longitudinal reinf = 16.00 x 12.00 = 192.00 mm






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