Cf1 Design

(1)

DESIGN OF FOUNDATION F4 UNBRACED BAY

ALLOW.N.S.B.C = 150

ALLOW. N.S.B.C (SEISMIC CASE) = 187.5 = 40

ALLOW. N.S.B.C (WIND CASE) = 187.5 = 460

Unit Weight of Soil = 18 Clear Cover at Top = 75mm

ALLOW. G.S.B.C = 204.0 Clear Cover at Bottom = 75mm

ALLOW. G.S.B.C (SEISMIC CASE) = 241.5 Height of pedestal = 3.45m

ALLOW. G.S.B.C (WIND CASE) = 241.5 Depth of foundation below FGL = 3.00m

Increase in bearing capacity factor for Seis Load = 1.25 Lz = 5.00m

Increase in bearing capacity factor for Wind load = 1.25 Lx = 3.50m

t = 0.50m (Thickness of Footing) P1x = 0.80m P1z = 0.90m X Foundation CG P2x = 0.80m 3.50 Load CG P2z = 0.90m 1.75 FGL Lx = 3.50 0.80 0.80 Z ez 3.00 m 1.75 0.90 0.90 0.50 m 0.75 1.75 1.75 0.75 Lz = 5.00 Self Wt of Footing W1 = 218.75 kN Wt of soil above Fdn W2 = 722.70 kN Wt of pedestal W3 = 106.20 kN Total Wt. = 1047.65 kN

RCC Design (Self Wt. of Footing+Wt. of Surrounding Soil)

Design for 1m width of slab 57.5 KN/m P1 P2

Design for maximum net soil pressure under the footing 0.75 3.50 0.75

Load factor for concrete design = 1.4 Design along longitudinal direction :

Max. Cant Bm at face of column = 16.2x(0.75-0.45)^2/2 0.7 kNm 73.65 KN/m per m run

= 16.2x 3.5 ^2 /8 24.7 kNm 5.00 m Factored Mu (+Ve) = 1.022 kNm Factored Mu (-Ve) = 34.72 kNm Foundation Depth D = 500 mm Effective Depth d = 417 mm Width B = 1000mm kN/m2 kN/m2 F_ck _N/mm2 kN/m2 F y N/mm2 kN/m3 kN/m2 kN/m2 kN/m2 e_x =(L X B-P_1xXP_1y- P_2xX P_2y)X(H-t)X18 =P1XXP1ZX(H-t)x25+P2XXP2ZX(H-t)x25

Negative

BM.at Center

(2)

Bottom Reinf. Top reinforcement :

% pt pt,prov % pt pt,prov

0.006 0.130 542.1 16 371 150 1340.413 0.32 0.20 0.13 542.1 16 371 150 1340.413 0.32

Max S.F along Z axis =16.2 x (0.75-0.9/2-0.417)x1 = 1.89 kN

Max factored Shear Stress = 0.01 N/mm²

pt, provided = 0.32 %

As per BS 8110-1:1997,Table 3.8 = 0.42 N/mm² OK Design along transverse direction :

Effective Depth d = 403 mm (Self Wt. of Footing+Wt. of Surrounding Soil)

Max BM at face of column =16.2 x (1.75-0.4)^2/2 = 14.7 kNm 57.5 Kn/m per m run

Max Shear at distance d =16.2 x (1.75-0.8/2-0.403)x1 = 15.294 kN 1.75 1.75

Mu/bd2 = 0.127 pt Reinf. = 0.100 Bottom Reinforcement % pt pt,prov 73.65 kN/m per m run 0.127 0.13 523.90 12 216 150 753.9822 0.187 3.50 Top Reinforcement

Provide Minimum Steel = 0.13 x 1000 x 403 /100 = 483.6

Provide 12 mm dia at 150 c/c

753.98 OK

0.187 %

Max factored Shear Stress =15.3x1.4x1000/(1000x403) = 0.05

= 0.36 OK

Refer Table 3.8 BS 8110-1:1997

Check for Punching Shear for U0 :

For Punching Shear Critical Section is considered at '1.5d' from the face of column all around.

Factored vertical load in column = 242 kN

Perimeter of the critical section = 3400 mm

Effective depth = 403 mm

Factored Shear Stress = 0.22 OK

Refer CL 3.7.7.2 BS 8110-1:1997

Check for Punching Shear for U1 :

For Punching Shear Critical Section is considered at '1.5d' from the face of column all around.

Factored vertical load in column = 242 kN

Perimeter of the critical section = 5617 mm

Effective depth = 403 mm

Factored Shear Stress = 0.13

Mu/bd2 _Ast,mm2 Dia of

rein bar Reqd. spacing mm spacing provided Ast Pro. mm2 Mu/bd2 Ast,mm2 Dia of rein bar Reqd. spacing mm spacing provided Ast Pro. mm2 T_v=(V_u/bd) N/mm2

Mu/bd2 _Ast,mm2 Dia of

rein bar Reqd. spacing mm spacing provided Ast Pro. mm2 mm2_{/ m run}

Ast_provided mm2 _{/ m run}

(P_t)prov.

N/mm2

Allow. Shear Stress

(T

_c

)

_N/mm2

N/mm2 Shear Stress <.8Sqrt(Fck) & 5N/mm2

N/mm2 Corrosponding τ

1.5d

Punching shear perimeter (U1), (Refer figure 3.23, BS-8110:1997)

Punching shear perimeter (U0), (Refer figure 3.23, BS-8110:1997)

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20-007-CS-8180-00098 Revision 01Q Annexure - II Design Calculation of Combined Footing CF1 3 of 5

SHELL MARINA LOBP-GMP PROJECT

DESIGN CALCULATION FOR PIPE RACK PR5 - LOBP AREA

DESIGN OF COMBINED FOOTING CF1

ALLOW.GROSS S.B.C

=

200 ALLOW. GROSS S.B.C (WIND CASE)

=

250 =

35 Unit Weight of Concrete

=

25 =

420 Unit Weight of Soil

=

18 Clear Cover at Top

=

50 mm

ALLOW. NET S.B.C

=

160.5 Clear Cover at Bottom

=

75 mm

ALLOW. NET S.B.C (WIND LOAD)

=

210.5 Height of pedestal

=

2.10 m

Depth of foundation below FGL

=

2.00 m

INCREASE IN SBC FACTOR FOR WIND LOAD

=

1.25 Lz

=

6.00 m

Lx

=

2.60 m

t

=

0.50 m (Thickness of Footing)

P1x

=

1.00 m

P1z

=

1.00 m

X

Foundation CG

P2x

=

1.00 m

3.00 Load CG

P2z

=

1.00 m

1.30 FGL

Lx =

2.60 _1.00

1.00 Z

ez

2.00 m

1.30

1.00

0.50 m

1.50

1.50 Lz =

6.00 Self Wt of Footing W1

=

195.00 kN

Wt of soil above Fdn W2

=

367.20 kN

Wt of pedestal W3

=

105.00 kN

Total Wt.

=

667.20 kN

kN/m

2

kN/m

2

F

ck

N/mm

2

kN/m

2

F

y

N/mm

2

kN/m

3

kN/m

2

kN/m

2

e

_x

=(L X B-P

_1x

X

P

_1y

- P

_2x

X P

_2y

)X(H-t)X18

=P1

_X

XP1

_Z

XHx25+P2

_X

XP2

_Z

XHx25

P1

P2

(4)

RCC Design

(Self Wt. of Footing+Wt. of Surrounding Soil)

Design for 1m width of slab

39.5 kN/m

P1

P2

Design for maximum net soil pressure under the footing

1.50

3.00

1.50 Load factor for concrete design

=

1.5 Design along longitudinal direction :

Max. Cant Bm at face of column

=

171.5x(1.5-0.5)^2/2

85.8 kNm

211.00 kN/m per m run

=

171.5x 3 ^2 /8 -171.5x1.5^2/2

192.9 kNm

6.00 m

Factored Mu (+Ve)

=

128.625 kNm

Factored Mu (-Ve)

=

289.5 kNm

Foundation Depth D

=

500 mm

Effective Depth d

=

417 mm

Width B

=

1000

mm

K

=

K

=

0.02113

=

0.047567

Z

=

Min(d((0.5+Sqrt(0.25-K/0.9)),0.95d)

Z

=

Min(d((0.5+Sqrt(0.25-K/0.9)),0.95d)

=

396.15 mm

=

393.6534 mm

=

M/0.87fyZ

=

M/0.87fyZ

=

888.581 mm2

=

2012.64

mm2

Mu =

128.625 kNm

Mu =

289.50 kNm

M/fcbd² =

0.021 N/mm²

M/fcbd² =

0.048 N/mm²

pt =

0.130 %

(Refer Table 3.25, SS CP65: Part1: 1999)

pt =

0.130 %

Bottom Reinf.

Top reinforcement :

Mu/fcbd²

Min. % pt

pt,prov

Mu/fcbd² Min % pt

pt,prov

0.021

0.130

888.6

16

226

150 1340.413

0.32

0.05

0.13 2012.6

20

156

150 2094.395

0.5 Max S.F along Z axis

=171.5 x (1.5-1/2-0.417)x1

=

99.98 kN

Max factored Shear Stress

=

0.36 N/mm²

pt, provided

=

0.32 %

For values of τc Refer Table 3.8, SS CP65: Part1: 1999

=

0.53 N/mm²

OK

Negative BM.at Center

M/fcbd

2

M/fcbd

2

A

s

A

s

Ast,mm

2

Dia of

rein bar

Reqd.

spacing

mm

spacing

provided

Ast Pro.

mm

2

Ast,mm

2

Dia of rein

bar

Reqd.

spacing

mm

spacing

provided

Ast Pro.

mm

2

(5)

20-007-CS-8180-00098 Revision 01Q Annexure - II Design Calculation of Combined Footing CF1 5 of 5

SHELL MARINA LOBP-GMP PROJECT

DESIGN CALCULATION FOR PIPE RACK PR5 - LOBP AREA

=

379.05 mm

=

M/0.87fyZ

=

396.231555 mm2

Width

=

1000

Effective Depth d

=

399 mm

(Self Wt. of Footing+Wt. of Surrounding Soil)

Max BM at face of column =171.5 x (1.3-0.5)^2/2

=

54.9 kNm

39.5 kN/m per m run

Max Shear at distance d

=171.5 x (1.3-1/2-0.399)x1

=

68.772 kN

1.30

1.30 Mu/fcbd²

=

0.010 pt Reinf.

=

0.130 Bottom & Top Reinforcement

Mu/fcbd²

Min. % pt

pt,prov

211.00 kN/m per m run

0.010

0.13

396.23

20

793

150 2094.395

0.525

2.60 Max factored Shear Stress

=68.78x1.5x1000/(1000x399)

=

0.26 =

0.53 OK

For values of τc Refer Table 3.8, SS CP65: Part1: 1999

Check for Punching Shear

If the calculated shear stress does not exceed Design shear stress then

No further checks are required.

(Refer Clause 3.7.7.7, SS CP65: Part1: 1999)

A

s

N/mm

2

Ast,mm

2

Dia of

rein bar

Reqd.

spacing

mm

spacing

provided

Ast Pro.

mm

2

N/mm

2

Allow. Shear Stress(T

_c

)

_N/mm

2