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hesup.xls TOYO ENGINEERING INDIA LIMITED BOMBAY, INDIA Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104 Doc. No. A-6192-104-024 Rev. No. 0 INDEX

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

INDEX

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hesup.xls

TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

1 Scope of the calculations:

The scope of this set of calculations covers the analysis and design of the

2 References.

Following documents are reffered for the engineering purpose.

2a. Civil Information Drawi E-811 2b. General Plot plan. …… E-011-D

2c. Civil Design Specifications/ loading std...2d. Books and IS codes.

2d.1 IS:4562d.2 IS: 8002d.3 IS: 18932d.4 IS: 875-(iii)

2d.5 SP:16 Design Aids to IS:4562d.6 Design Of RCC structure By. O.P.Jain & Jaikrishna.

2e. Data sheets of various equipments as attached in the annexure-- A

3 Material of Construction.

1. Structural Steel :All structural steel is mild steel of grade FY250 confirming to IS: 2062.

2. Concrete: Concrete for pile caps, beams and columns up to first level are in RCC with grade M25 confirming to IS: 456.Reinforceing bars of highyield strength deformed barsof grade FY415 confirming to IS1978.

4 Civil Information drawing.

Heat exchanger Supporting Structure for Indianoil Pertonas Ltd. for their LPG Import/Export Facility at Haldia.

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0Following Civil Information drawing is considered as a basic documentfor design of this structure and attached in the annexure A.

Civil Information Draw D-803

5 Design Philosophy.

The structure is idealised as a space frame structure with floors at EL + 105.7, El +109.7, EL +115.0 & EL + 119.0 . Due to requirement of fire protection, the structure is proposed to be in RCC up to first floor I.e. up to EL+105.7 All the members above EL 105.7 lvl are in steel. The structure is supporting various heat exchangers, horizontal vessels etc. at various floors.

Due to piping requirement and the monorail movement point of view vertical bracings are avoided. Hence the structure is analysed as unbraced structure. To make the columns stiff in both the directions starred column arrangement are adopted.

Pile and pilecap type foundations are adopted. Minimum two short piles of 18m length are provided.

Bottom of the pile caps are assumed to be fixed for all practical purpose.

The space framed structure is anlysed and designed using STAAD-2003The structure is analysed for different basic load cases and

various combinations of the loads. The basic load cases and the different combinations used are listed separately.

6 Structure Model

1. Staad 3D model

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

2. Staad structural idealisation and node/ member relation

7 Design Data.

7a. Dead Load: (D) * Self wt., of the members idealised, is generated through Staad-2003* The self wt. of grating floor and other secondary beams not

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0 modelled in the STAAD is considered at 100 Kg/m2

7b. Live Load: (L)

* Live load on the floor considered is at 500 kg/m2

7c. Piping loads (P)

* Piping loads which are directly supported on the floor are mentioned in the Civil information drawing. Values greater than 500 are considered in the design.

7d. Equipment loads.

* Empty/ Erection equipment load. (Ee)

* Operationg equipment load (E0)

* Equipment test load (Et)

Above all type of the equipment loads are acting as point loads on the respective supporting beams. These diffrent loads are given in the equipment data sheets which are attached in the annexure - A

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

7g. Wind loads. (WL)

Wind loads on the structure are estimated in accordance with IS:875-part-III Clause No. 6.3.3.3

Wind on the structure is simulated to nodal forces.

Basic wind speed = Vb = 39 m/sec ( or 140Km/hr ).

Risk coefficient K1 = 1.0Height factor K2 = 1.0 for height up to 20m for terrane category 1

and type structure - ATopography factor K3 = 1.0

Hence, Vd = design wind speed = k1* k2*k3*Vb

Design wind pressure = 0.6 * Vd^2 = 77 Kg/m2

7h Seismic Loads

Seismic loads as per IS:1893-1984 are considered with following parameters.

Seismic Zone = V

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0 ( Alpha)o = Basic Seismic Coefficient = 0.08

Importance Factor = 1.5

Soil Foundation factor for Pile foundations = (Beta) = 1.0

Hence, Net Seismic coefficient = (Alpha)h =(Alpha)o * (Beta)* I

8 Basic Load cases.

Following load combinations are used for differen checks.

Basic Load cases.

Load Notat- DescriptionCase ionNo.1 Eqx Seismic Loads in X direction2 Eqz Seismic Loads In Z direction3 D Dead Loads4 L Live Loads5 P Piping Loads6 WLX Wind Load in X direction7 WLZ Wind Load in Z direction

9 Loading Combinations.

Following different loading combinations are used

Load Load Load Combination Numbers.No. Case 8 9 10 11 12 13 14 15 16

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 01 Eqx2 Eqz3 D 1 1 1 1 1 1 1 1 14 L 1 1 1 1 1 0.5 0.5 0.5 0.55 P 1 1 1 1 1 1 1 1 16 WLX 1 -1 1 -1 7 WLZ 1 -1 1 -1

4 Eo 1.65 1.32 1.32 5 Et 1.5 1.56 P 1.5 1.2 1.2 1.2 1.2 1.2 1.2 1.5 1.57 H 1.5 1.2 1.2 1.2 1.2 1.2 1.2 1.5 1.58 HG1 1.5 1.2 1.2 9 Hg2 1.5 1.2 1.2

10 T 1.5 1.2 1.2 11 Eqx +/- 1.212 Eqz +/- 1.213 Wx 1.2 1.514 W-x 1.2 1.515 Wz 1.216 W-z 1.217 B

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

9.c For design of Steel Structure.

Load Notation Load Combination NumberNo. 51 52/53 54/55 56 57 58 59 60 61 62 63 1 D 1 0.8 0.8 0.8 0.8 0.8 0.8 1 1 1 12 L 1 0.8 0.8 1 1 1 13 Ee 0.8 0.8 0.8 0.8 4 Eo 1 0.88 0.8 5 Et 1 1 1 16 P 1 0.8 0.8 0.8 0.8 0.8 0.8 1 1 1 17 H 1 0.8 0.8 0.8 0.8 0.8 0.8 1 1 1 18 HG1 1 9 Hg2 1

10 T 1 0.8 0.8 11 Eqx +/- .812 Eqz +/- .813 Wx 0.8 0.5 14 W-x 0.8 0.5 15 Wz 0.8 0.516 W-z 0.8 0.517 B

10 Input Load Summary.

10a. Dead Load (D)

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10b. Live Load (L)

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10c. Equipment Erection Loads (Ee)

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10d. Equipment Operating Load (Eo)

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10e. Equipment Test Load (Et)

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10f. Piping Loads (P)

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10g. Handling Device Load (H)

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10h. Handling Device Load (H1)

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10i. Handling Device Load (H2)

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10k. Seismic Load inputs.

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

10L Thermal load inputs

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

11.0 STAAD-III

Analysis Result for

Pile Cap Design.

12 Pile cap design

12a. calculation of number of piles.

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

12b. Pile Cap design.

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TOYO ENGINEERING INDIA LIMITEDBOMBAY, INDIA

Job No. 6192 Page No. of Customer NUMALIGARH REFINERY LIMITED Cal By. Date Subject: 225 TMT MOTOR SPIRIT PROJECT Checked By. Date Eqpt Supporting Structure STR-104

Doc. No. A-6192-104-024 Rev. No. 0

Annexure A.

Data Sheets of Various equipments.

Page 23: Combined Footing

COMBINED-FOUNDATION FOR FLAME OUTLET SUPPORT

FOOTING MARKED : F1 load case 0

Support reaction from 4200 staad output

600 3000 600 PED1 Joint no. 1 P1 = 23.5 Ton

Mx1 = 0.00 Ton-mMz1 = 4.08 Ton-m

2000 Z-axisMz PED2 Joint no. 2

P2 = 13.40 TonMx2 = 0.00 Ton-mMz2 = 1.67 Ton-m

Mx Size b1 D1X-axis PD1 0.3 0.3

PD2 0.3 0.3Grade of concrete = M 25 N/MM^2Length of fdn. = Lf = a 4.20 mWidth of fdn = Wf = b 2.00 m MAX PROJ. = L1 =Depth of fdn. = Df = 0.60 m 850 mmC/C Dist. bet.pedestal = S = 3.00 mDepth of soil below FGL. = Dh = 1.50 mDen. Of conc.= Dc = 2.50Den. Of soil. = Ds = 1.80Cover to footing 75 mmFactor = 1.5

Wt. of fdn = Wf = Lf x Wf x Df x Dc 12.60 tonWt. of soil = Ws = (Lf x Wf)-(2xd Xd1)x (Dh-Df) x Ds 13.32 ton

Total moment = Mz = Mz1 + Mz2 5.75 t-mTotal moment = Mx = (P1xS/2) + (P2xS/2) + Mx1 + Mx2 55.35 t-m

a) Check for Overturning:-Restoring load= Q = P1+P2+Wf+0.8%Ws = 60.15 tex = Mx/Q = 0.92 ex/a = 0.22

ez = Mz/Q = 0.10 ez/b = 0.05

Refer IS:2950 (Part-I) 1973 2.84

b) Check for pressure:-

Total Vertical load = P1+P2+Wf+Ws = P = 62.82 t

Pmax = I x P/A = 21.24 t/m2

t/m3

t/m3

I =

PD2 PD1

D1

b1

Page 24: Combined Footing

Net pressure = 21.24 25.92 8.4 18.15( P -( Wf+Ws)/Af )

Less than 20t/m2 therefore SAFE

c) Design of foundation:-Bending moment @ face of pedestal = 6.56 t-m

Effective depth = 517 mm

0.37

From SP:16 Pt % = 0.200 %

Ast required = 1034.0 mm2

d) Check for Shear:-

Shear force @ d/2 from col. Face = 10.74 t

Shear stress = Vu/bd = 0.31

Using 16 dia bar

Spacing required = 194 mmHowever provide 16 dia bar @ 150 c/c (Bot. Steel B/W)

16 dia bar @ 150 c/c (Top Steel B/W)Pt% Provided = 0.26 % (bottom steel)

Tc from SP:16 = 0.367 safe in shear

COMBINED-FOUNDATION FOR PIPERACK

GRID A9ab TO A9bFOOTING MARKED : F1 load case 23

Support reaction from 6250 staad output

1125 4000 1125 PED1 Joint no. 1 P1 = 96.3 Ton

Mx1 = 30.88 Ton-mMz1 = 12.10 Ton-m

3500 Z-axisMz PED2 Joint no. 2

P2 = 1.07 TonMx2 = 31.52 Ton-mMz2 = 14.58 Ton-m

Mx Size b1 D1X-axis PD1 0.55 0.55

PD2 0.55 0.55Grade of concrete = M 35 N/MM^2Length of fdn. = Lf = a 6.25 m

t/m2

Mu/Bd2 = N/mm2

N/mm2

N/mm2

- / =

PD2 PD1

D1

b1

Page 25: Combined Footing

Width of fdn = Wf = b 3.50 m MAX PROJ. = L1 =Depth of fdn. = Df = 1.00 m 1475 mmC/C Dist. bet.pedestal = S = 4.00 mDepth of soil below FGL. = Dh = 3.00 mDen. Of conc.= Dc = 1.50Den. Of soil. = Ds = 0.70Cover to footing 75 mmFactor = 1.5

Wt. of fdn = Wf = Lf x Wf x Df x Dc 32.81 tonWt. of soil = Ws = (Lf x Wf)-(2xd Xd1)x (Dh-Df) x Ds 29.78 ton

Total moment = Mz = Mz1 + Mz2 26.68 t-mTotal moment = Mx = (P1xS/2) - (P2xS/2) + Mx1 + Mx2 252.94 t-m

a) Check for Overturning:-Restoring load= Q = P1+P2+Wf+0.8%Ws = 154.04 tex = Mx/Q = 1.64 ex/a = 0.26

ez = Mz/Q = 0.17 ez/b = 0.05

Refer IS:2950 (Part-I) 1973 3.32

b) Check for pressure:-

Total Vertical load = P1+P2+Wf+Ws = P = 160.00 t

Pmax = I x P/A = 24.28 t/m2

Net pressure = 24.28 62.59 21.875 21.42( P -( Wf+Ws)/Af )

Less than 30t/m2 therefore SAFE

c) Design of foundation:-Bending moment @ face of pedestal = 23.30 t-m

Effective depth = 915 mm

0.42

From SP:16 Pt % = 0.200 %

Ast required = 1830.0 mm2

d) Check for Shear:-

Shear force @ d/2 from col. Face = 21.80 t

Shear stress = Vu/bd = 0.36

t/m3

t/m3

I =

t/m2

Mu/Bd2 = N/mm2

N/mm2

- / =

UNDER SUBMERGED CONDITION

Page 26: Combined Footing

Using 20 dia bar

Spacing required = 172 mmHowever provide 20 dia bar @ 100 c/c (Bot. Steel B/W)

16 dia bar @ 100 c/c (Top Steel B/W)Pt% Provided = 0.34 % (bottom steel)

Tc from SP:16 = 0.424 safe in shear

COMBINED-FOUNDATION FOR PIPERACK

GRID A9ab TO A9bFOOTING MARKED : F2 load case 20

Support reaction from 6250 staad output

1125 4000 1125 PED1 Joint no. 3 P1 = 17.88 Ton

Mx1 = 34.34 Ton-mMz1 = 12.86 Ton-m

3000 Z-axisMz PED2 Joint no. 10

P2 = 106.95 TonMx2 = 32.60 Ton-mMz2 = 16.20 Ton-m

Mx Size b1 D1X-axis PD1 0.55 0.55

PD2 0.55 0.55Grade of concrete = M 35 N/MM^2Length of fdn. = Lf = a 6.25 mWidth of fdn = Wf = b 3.00 m MAX PROJ. = L1 =Depth of fdn. = Df = 1.00 m 1225 mmC/C Dist. bet.pedestal = S = 4.00 mDepth of soil below FGL. = Dh = 3.00 mDen. Of conc.= Dc = 1.50Den. Of soil. = Ds = 0.70Cover to footing 75 mmFactor = 1.5

Wt. of fdn = Wf = Lf x Wf x Df x Dc 28.13 tonWt. of soil = Ws = (Lf x Wf)-(2xd Xd1)x (Dh-Df) x Ds 25.40 ton

Total moment = Mz = Mz1 + Mz2 29.06 t-mTotal moment = Mx = (P2xS/2) - (P1xS/2) + Mx1 + Mx2 245.08 t-m

a) Check for Overturning:-Restoring load= Q = P1+P2+Wf+0.8%Ws = 173.28 tex = Mx/Q = 1.41 ex/a = 0.23

N/mm2

t/m3

t/m3

PD2 PD1

D1

b1

UNDER SUBMERGED CONDITION

Page 27: Combined Footing

ez = Mz/Q = 0.17 ez/b = 0.06

Refer IS:2950 (Part-I) 1973 3.06

b) Check for pressure:-

Total Vertical load = P1+P2+Wf+Ws = P = 178.36 t

Pmax = I x P/A = 29.11 t/m2

Net pressure = 29.11 53.53 18.75 26.25( P -( Wf+Ws)/Af )

Less than 30t/m2 therefore SAFE

c) Design of foundation:-Bending moment @ face of pedestal = 19.70 t-m

Effective depth = 915 mm

0.35

From SP:16 Pt % = 0.200 %

Ast required = 1830.0 mm2

d) Check for Shear:-

Shear force @ d/2 from col. Face = 20.15 t

Shear stress = Vu/bd = 0.33

Using 20 dia bar

Spacing required = 172 mmHowever provide 20 dia bar @ 150 c/c (Bot. Steel B/W)

16 dia bar @ 100 c/c (Top Steel B/W)Pt% Provided = 0.23 % (bottom steel)

Tc from SP:16 = 0.355 safe in shear

COMBINED-FOUNDATION FOR PIPERACK

GRID A9ab TO A9bFOOTING MARKED : F2 load case 20

Support reaction from 6250 staad output

1125 4000 1125 PED1 Joint no. 4 P1 = 25.80 Ton

Mx1 = 32.65 Ton-mMz1 = 12.92 Ton-m

3000 Z-axis

I =

t/m2

Mu/Bd2 = N/mm2

N/mm2

N/mm2

- / =

PD2 PD1b1

Page 28: Combined Footing

Mz PED2 Joint no. 11P2 = 104.77 Ton

Mx2 = 30.22 Ton-mMz2 = 16.26 Ton-m

Mx Size b1 D1X-axis PD1 0.55 0.55

PD2 0.55 0.55Grade of concrete = M 35 N/MM^2Length of fdn. = Lf = a 6.25 mWidth of fdn = Wf = b 3.00 m MAX PROJ. = L1 =Depth of fdn. = Df = 1.00 m 1225 mmC/C Dist. bet.pedestal = S = 4.00 mDepth of soil below FGL. = Dh = 3.00 mDen. Of conc.= Dc = 1.50Den. Of soil. = Ds = 0.70Cover to footing 75 mmFactor = 1.5

Wt. of fdn = Wf = Lf x Wf x Df x Dc 28.13 tonWt. of soil = Ws = (Lf x Wf)-(2xd Xd1)x (Dh-Df) x Ds 25.40 ton

Total moment = Mz = Mz1 + Mz2 29.18 t-mTotal moment = Mx = (P2xS/2) - (P1xS/2) + Mx1 + Mx2 220.81 t-m

a) Check for Overturning:-Restoring load= Q = P1+P2+Wf+0.8%Ws = 179.02 tex = Mx/Q = 1.23 ex/a = 0.20

ez = Mz/Q = 0.16 ez/b = 0.05

Refer IS:2950 (Part-I) 1973 2.66

b) Check for pressure:-

Total Vertical load = P1+P2+Wf+Ws = P = 184.10 t

Pmax = I x P/A = 26.12 t/m2

Net pressure = 26.12 53.53 18.75 23.26( P -( Wf+Ws)/Af )

Less than 30t/m2 therefore SAFE

c) Design of foundation:-Bending moment @ face of pedestal = 17.45 t-m

Effective depth = 915 mm

0.31

From SP:16 Pt % = 0.200 %

t/m3

t/m3

I =

t/m2

Mu/Bd2 = N/mm2

- / =

D1

b1

UNDER SUBMERGED CONDITION

Page 29: Combined Footing

Ast required = 1830.0 mm2

d) Check for Shear:-

Shear force @ d/2 from col. Face = 17.85 t

Shear stress = Vu/bd = 0.29

Using 20 dia bar

Spacing required = 172 mmHowever provide 20 dia bar @ 150 c/c (Bot. Steel B/W)

16 dia bar @ 100 c/c (Top Steel B/W)Pt% Provided = 0.23 % (bottom steel)

Tc from SP:16 = 0.355 safe in shear

COMBINED-FOUNDATION FOR PIPERACK

GRID A9ab TO A9bFOOTING MARKED : F5 load case 20

Support reaction from 6000 staad output

1000 4000 1000 PED1 Joint no. 7 P1 = 19.45 Ton

Mx1 = 17.17 Ton-mMz1 = 11.99 Ton-m

2000 Z-axisMz PED2 Joint no. 14

P2 = 54.70 TonMx2 = 16.76 Ton-mMz2 = 15.21 Ton-m

Mx Size b1 D1X-axis PD1 0.55 0.55

PD2 0.55 0.55Grade of concrete = M 35 N/MM^2Length of fdn. = Lf = a 6.00 mWidth of fdn = Wf = b 2.00 m MAX PROJ. = L1 =Depth of fdn. = Df = 1.00 m 725 mmC/C Dist. bet.pedestal = S = 4.00 mDepth of soil below FGL. = Dh = 3.00 mDen. Of conc.= Dc = 1.50Den. Of soil. = Ds = 0.70Cover to footing 75 mmFactor = 1.5

Wt. of fdn = Wf = Lf x Wf x Df x Dc 18.00 tonWt. of soil = Ws = (Lf x Wf)-(2xd Xd1)x (Dh-Df) x Ds 15.95 ton

Total moment = Mz = Mz1 + Mz2 27.20 t-m

N/mm2

N/mm2

t/m3

t/m3

PD2 PD1

D1

b1

UNDER SUBMERGED CONDITION

Page 30: Combined Footing

Total moment = Mx = (P2xS/2) - (P1xS/2) + Mx1 + Mx2 104.43 t-m

a) Check for Overturning:-Restoring load= Q = P1+P2+Wf+0.8%Ws = 104.91 tex = Mx/Q = 1.00 ex/a = 0.17

ez = Mz/Q = 0.26 ez/b = 0.13

Refer IS:2950 (Part-I) 1973 3.17

b) Check for pressure:-

Total Vertical load = P1+P2+Wf+Ws = P = 108.10 t

Pmax = I x P/A = 28.56 t/m2

Net pressure = 28.56 33.95 12 25.73( P -( Wf+Ws)/Af )

Less than 30t/m2 therefore SAFE

c) Design of foundation:-Bending moment @ face of pedestal = 6.76 t-m

Effective depth = 915 mm

0.12

From SP:16 Pt % = 0.200 %

Ast required = 1830.0 mm2

d) Check for Shear:-

Shear force @ d/2 from col. Face = 6.88 t

Shear stress = Vu/bd = 0.11

Using 20 dia bar

Spacing required = 172 mmHowever provide 20 dia bar @ 150 c/c (Bot. Steel B/W)

16 dia bar @ 100 c/c (Top Steel B/W)Pt% Provided = 0.23 % (bottom steel)

Tc from SP:16 = 0.355 safe in shear

COMBINED-FOUNDATION FOR PIPERACK

I =

t/m2

Mu/Bd2 = N/mm2

N/mm2

N/mm2

- / =

Page 31: Combined Footing

GRID A9ab TO A9bFOOTING MARKED : F5 load case 23

Support reaction from 6000 staad output

1000 4000 1000 PED1 Joint no. 7 P1 = 38.61 Ton

Mx1 = 17.01 Ton-mMz1 = 11.79 Ton-m

2000 Z-axisMz PED2 Joint no. 14

P2 = 4.40 TonMx2 = 17.43 Ton-mMz2 = 14.97 Ton-m

Mx Size b1 D1X-axis PD1 0.55 0.55

PD2 0.55 0.55Grade of concrete = M 35 N/MM^2Length of fdn. = Lf = a 6.00 mWidth of fdn = Wf = b 2.00 m MAX PROJ. = L1 =Depth of fdn. = Df = 1.00 m 725 mmC/C Dist. bet.pedestal = S = 4.00 mDepth of soil below FGL. = Dh = 3.00 mDen. Of conc.= Dc = 1.50Den. Of soil. = Ds = 0.70Cover to footing 75 mmFactor = 1.5

Wt. of fdn = Wf = Lf x Wf x Df x Dc 18.00 tonWt. of soil = Ws = (Lf x Wf)-(2xd Xd1)x (Dh-Df) x Ds 15.95 ton

Total moment = Mz = Mz1 + Mz2 26.76 t-mTotal moment = Mx = (P2xS/2) - (P1xS/2) + Mx1 + Mx2 102.86 t-m

a) Check for Overturning:-Restoring load= Q = P1+P2+Wf+0.8%Ws = 73.77 tex = Mx/Q = 1.39 ex/a = 0.23

ez = Mz/Q = 0.36 ez/b = 0.18

Refer IS:2950 (Part-I) 1973 4.47

b) Check for pressure:-

Total Vertical load = P1+P2+Wf+Ws = P = 76.96 t

Pmax = I x P/A = 28.67 t/m2

Net pressure = 28.67 33.95 12 25.84( P -( Wf+Ws)/Af )

Less than 30t/m2 therefore SAFE

t/m3

t/m3

I =

t/m2- / =

PD2 PD1

D1

b1

UNDER SUBMERGED CONDITION

Page 32: Combined Footing

c) Design of foundation:-Bending moment @ face of pedestal = 6.79 t-m

Effective depth = 915 mm

0.12

From SP:16 Pt % = 0.200 %

Ast required = 1830.0 mm2

d) Check for Shear:-

Shear force @ d/2 from col. Face = 6.91 t

Shear stress = Vu/bd = 0.11

Using 20 dia bar

Spacing required = 172 mmHowever provide 20 dia bar @ 150 c/c (Bot. Steel B/W)

16 dia bar @ 100 c/c (Top Steel B/W)Pt% Provided = 0.23 % (bottom steel)

Tc from SP:16 = 0.355 safe in shear

DESIGN OF FOUNDATION FOR PIPE RACK (BPCL)

Foundation mark :- F4 Load case: 20Support reactions from Staad Output

SUPPORT 16 FY= 8.64 tMx= 4.09 t-mMz= 0.71 t-m

Pedustal above FGL = 0 mFoundation depth below FGL = 3 m Net SBC below foundation = 30 t/m2Pedestal size = 0.65 0.4 m

Bx Bz

Foundation size = 1.5 1.5 0.4 m Lx Lz D Factor = 1.5Concrete grade = M 35 N/mm2Density of Concrete = 1.5 T/m^3Density of Soil = 0.7 T/m^3Cover to footing 75 mm

Mu/Bd2 = N/mm2

N/mm2

N/mm2

xx

x

FYLx

xxx

UNDER SUBMERGED CONDITION

Page 33: Combined Footing

Selfweight of fdn = (PF) 1.35 tWt. Of ped = (PP) 0.00 tWt. Of soil =(PS) 3.62 t

Total Weight= P =FY+PF+PP+PS = 13.61 t

Restoring load =PO =FY+PF+PP+0.8 * PS

Restoring load PO = 12.89 t

a) Check for Overturning:- ex = Mx/PO = 0.32 ex/Lx = 0.21

ez = Mz/PO = 0.06 ez/Lz = 0.04

Refer IS:2950 (Part-I) 1973

C= 2.68

b) Check for pressure:-

Pmax = C x P/A = 16.2 t/m2

Net pressure = 14.0 t/m2

Less than 30t/m2 therefore SAFE

c) Design of foundation:-Bending moment @ face of pedestal = 2.12 t-m

Effective depth = 319.0 mm

0.31 N/mm2

From SP:16 Pt % = 0.20 %

Ast required = 638.0 mm2

d) Check for Shear:-

Mu/Bd2 =

DH 1

Mx

Bx

Bz

Lz X

MzZ

Page 34: Combined Footing

Shear force @ d/2 from col. Face = 5.47 t

Shear stress = Vu/bd = 0.26 N/mm2

Using 12 dia bar

Spacing required = 177 mm

However provide 12 dia bar @ 150 c/c (Bot. Steel B/W)

Ast Provided = 754 mm^2

Pt% Provided = 0.24 %

Tc from SP:16 = 0.36 N/mm2 safe in shear

DESIGN OF FOUNDATION FOR PIPE RACK (BPCL)

Foundation mark :- F3 Load case: 23Support reactions from Staad Output

SUPPORT 22 FY= 8.54 tMx= 8.58 t-mMz= 0.00 t-m

Pedustal above FGL = 0 mFoundation depth below FGL = 3 m Net SBC below foundation = 30 t/m2Pedestal size = 0.65 0.4 m

Bx Bz

Foundation size = 1.7 2 0.6 m Lx Lz D Factor = 1.5Concrete grade = M 35 N/mm2Density of Concrete = 1.5 T/m^3Density of Soil = 0.7 T/m^3Cover to footing 75 mm

Selfweight of fdn = (PF) 3.06 tWt. Of ped = (PP) 0.00 t

xx

x

DH 1

FY

Mx

Lx

Bx

Bz

Lz X

MzZ

xxx

UNDER SUBMERGED CONDITION

Page 35: Combined Footing

Wt. Of soil =(PS) 5.28 t

Total Weight= P =FY+PF+PP+PS = 16.88 t

Restoring load =PO =FY+PF+PP+0.8 * PS

Restoring load PO = 15.82 t

a) Check for Overturning:- ex = Mx/PO = 0.54 ex/Lx = 0.32

ez = Mz/PO = 0.00 ez/Lz = 0.00

Refer IS:2950 (Part-I) 1973

C= 3.7

b) Check for pressure:-

Pmax = C x P/A = 18.4 t/m2

Net pressure = 15.9 t/m2

Less than 30t/m2 therefore SAFE

c) Design of foundation:-Bending moment @ face of pedestal = 5.09 t-m

Effective depth = 517 mm

0.29 N/mm2

From SP:16 Pt % = 0.20 %

Ast required = 1034.0 mm2

d) Check for Shear:-

Shear force @ d/2 from col. Face = 8.62 t

Shear stress = Vu/bd = 0.25 N/mm2

Using 16 dia bar

Spacing required = 194 mm

However provide 16 dia bar @ 150 c/c (Bot. Steel B/W)

Ast Provided = 1340 mm^2

Mu/Bd2 =

Page 36: Combined Footing

Pt% Provided = 0.26 %

Tc from SP:16 = 0.37 N/mm2 safe in shear

Page 37: Combined Footing

TOYO ENGINEERING INDIA LIMITEDMUMBAI

PROJECT: 6201 PAGE: OFCLIENT: BHARAT PETROLEUM CORPORATION LIMITED DES. BY: GRA DATE:SUBJECT: LUBE OIL BASE STOCK PROJECT,MAHUL,MUMBAI. CKD. BY: DATE:

DESIGN OF COLUMN CC1,CC10.Load on column

s.w. = 2.5t/m^3 x 0.3 x 0.3 x 2.86 = 0.6435 TB D

Beam reaction MB1 = = 5.16 TW= 5.8035 T

Moment due to EQ. = Seismic Zone = III0.08

Importance Factor, I = 1.5Soil - foundation System Factor, 1 ( 1 for pile & 1.2 for open fndn)

Performance Factor, K = 1Coefficient defining the flexibility of structure , C = 1

( REFER IS 1893 : 1984 CRITERIA FOR EARTH QUAKE RESISTANT DESIGN OF STRUCTURES)

Computation of earthquake forces

Earthquake forces are computed based on the nodal forces

main column beam joints as pinned supports.

The vertical support reactions thus evaluated are considered as the vertical nodal loads at the respective nodes. Earthquake horizontal forcesare computed based on the method given in IS:1893

Where Qi = horizontal load at i th floor.

( Wi ) = Vertical nodal load at the i th node.

Vb = Total Base shear = Sum ( Wi) *

= 0.12

0.12 x W0.69642 t

Basic Seismic Coefficient , ao =

evaluated by support reactions defining all the

( Wi * hi ^2)Qi = Vb * ----------------------------

Sum ( Wi * hi ^2)

hi = Height of the i th floor from the foundation bottom

ah

( Alpha )h = (Importance Factor ) * ( Soil factor) * (Alpha )o ah = b.I. ao

Base shear , Vb = K x C x ah x W Vb = Vb =

b=

Doc. No. A-6201- (Rev. 1)

Page 38: Combined Footing

Refer support reactions for the earthquake forces.

Col CC1,CC10.Node Height Vertical Product Nodal

Number from the nodal Load fdn. bot. load T Ton

hi Wi Wi * hi^2 Qi 1 0 0.6435 0 0.002 2.86 5.16 42.20674 0.70

Total 5.8035 42.20674

Moment due to EQ. = Qi x x h

Moment due to EQ. = 0.70 x 2.86 = 1.99 Tm

For design refer next page

Design of column

For member forces refer comp. OutputMem No. Load case P = Axial load = 5.8035 TonMy = Bending moment = 1.99 T-mMz = Bending moment = 1.99 T-m

Size of columnB = 300 mmD = 300 mm

fck = 25d' =Cover 50 mm

Fy = 4152860 = 3432 mm2860 = 3432 mm Hence column

11.44 < 12.0 is not slender @ 11.44 < 12.0 both axis

When compression member is slender @ it's axis an additional moment

0.020 m

0.020 mMoment due to slenderness are as follows

0.11 T-m0.11 T-m

Min.Eccentricity @ Z-axis= ex = ( L / 500 ) + ( D / 30 ) 16.86 mm > 20 mmMin.Eccentricity @ Y-axis= ey = ( L / 500 ) + ( B / 30 ) 16.86 mm

N/mm2

N/mm2

Effective length @ Z-axis = Lex = 1.2 x Effective length @ Y-axis = Ley =1.2 x( Lex / D ) =( Ley / B ) =

Max & May should be taken in account

Eccentricity @ Z-axis = eax = ( (D/2000) x (Lex/D)2 ) =

Eccentricity @ Y-axis = eaY = ( (B/2000) x (Ley/B)2 ) =

Max = ( P x eax ) =May = ( P x eay ) =

Mz

My

B

D Z Z

Y

Y

Page 39: Combined Footing

Moment due to min. eccentricity are as follows0.10 T-m < Mz0.10 T-m < My

Total moments for which column is to be design are2.10 T-m2.10 T-m

Pu/ (Fck* B* D) = 0.03

d' / D = 0.17 d'/B = 0.17Uniaxial moment capacity of the Section about Z-Z axis

Chart for d'/D = 46 Will be used

0.029

p / fck = 0.02 Reinforcement % p = 25 x 0.02 = 0.5 %Uniaxial moment capacity of the Section about Y-Y axis

Chart for d'/B = 46 Will be used

0.029p / fck = 0.02 Reinforcement % p = 25 x 0.02 = 0.5 %

Required Size & Steel is Adequate

Steel Required = 450

PITCH & DIAMETER OF LATERAL TIES

**Pitch of transvererse reinforcement shall be not more than the following distances.1) The list lateral dimension of member = 300 mm2) Sixteen times the smallest diameter of the longitudinal reinforcement bar to be tied = 256 mm

3) OR 300 mm = 300 mm

**Diameter of transvererse reinforcement shall be not less than the following .Diameter not less than one fourth of the diameter of the longitudinal reinforcement bar to be tied = 4 mm

Provide 8 NO. 16 tor ( 1608 Main barswith 8 tor @ 200 mm c/c ties

Max1 = ( P x ex ) =May1 = ( P x ey ) =

Muz = Mz + Max =Muy =My + May +1 =

Muz1/ fck*B*D2 =

Muy1/ fck*B2*D =

mm2 --------------------

mm2 )

Page 40: Combined Footing

DESIGN OF COLUMN CC4Load on column

s.w. = 2.5t/m^3 x 0.3 x 0.3 x 4.635 = 1.04 TB D

Beam reaction 1B14 = = 3.66 TBeam reaction 1B55 = 2 T/M X 6 = 6 T

2W= 10.7 T

Moment due to EQ. = Seismic Zone = III0.08

Importance Factor, I = 1.5Soil - foundation System Factor, 1 ( 1 for pile & 1.2 for open fndn)

Performance Factor, K = 1Coefficient defining the flexibility of structure , C = 1

( REFER IS 1893 : 1984 CRITERIA FOR EARTH QUAKE RESISTANT DESIGN OF STRUCTURES)

Computation of earthquake forces

Earthquake forces are computed based on the nodal forces

main column beam joints as pinned supports.

The vertical support reactions thus evaluated are considered as the vertical nodal loads at the respective nodes. Earthquake horizontal forcesare computed based on the method given in IS:1893

Where Qi = horizontal load at i th floor.

( Wi ) = Vertical nodal load at the i th node.

Vb = Total Base shear = Sum ( Wi) *

= 0.12

Basic Seismic Coefficient , ao =

evaluated by support reactions defining all the

( Wi * hi ^2)Qi = Vb * ----------------------------

Sum ( Wi * hi ^2)

hi = Height of the i th floor from the foundation bottom

ah

( Alpha )h = (Importance Factor ) * ( Soil factor) * (Alpha )o ah = b.I. ao

b=

Page 41: Combined Footing

0.12 x W1.284 t

Refer support reactions for the earthquake forces.

Col CC4Node Height Vertical Product Nodal

Number from the nodal Load fdn. bot. load T Ton

hi Wi Wi * hi^2 Qi 1 0 1.04 0 0.002 4.635 9.66 207.528 1.28

Total 10.7 207.528

Moment due to EQ. = Qi x x h

Moment due to EQ. = 1.28 x 4.635 = 5.95 Tm

For design refer next page

Design of column

For member forces refer comp. OutputMem No. Load case P = Axial load = 10.7 TonMy = Bending moment = 5.95 T-mMz = Bending moment = 5.95 T-m

Size of columnB = 300 mmD = 300 mm

fck = 25d' =Cover 50 mm

Fy = 4154635 = 5562 mm4635 = 5562 mm Hence column

18.54 > 12.0 is slender @ 18.54 > 12.0 both axis

When compression member is slender @ it's axis an additional moment

0.052 m

0.052 mMoment due to slenderness are as follows

0.55 T-m0.55 T-m

Min.Eccentricity @ Z-axis= ex = ( L / 500 ) + ( D / 30 ) 21.12 mm > 20 mmMin.Eccentricity @ Y-axis= ey = ( L / 500 ) + ( B / 30 ) 21.12 mm

Moment due to min. eccentricity are as follows0.23 T-m < Mz0.23 T-m < My

Base shear , Vb = K x C x ah x W Vb = Vb =

N/mm2

N/mm2

Effective length @ Z-axis = Lex = 1.2 x Effective length @ Y-axis = Ley =1.2 x( Lex / D ) =( Ley / B ) =

Max & May should be taken in account

Eccentricity @ Z-axis = eax = ( (D/2000) x (Lex/D)2 ) =

Eccentricity @ Y-axis = eaY = ( (B/2000) x (Ley/B)2 ) =

Max = ( P x eax ) =May = ( P x eay ) =

Max1 = ( P x ex ) =May1 = ( P x ey ) =

Mz

My

B

DZ

Z

Y

Y

Page 42: Combined Footing

Total moments for which column is to be design are6.50 T-m6.50 T-m

Pu/ (Fck* B* D) = 0.05

d' / D = 0.17 d'/B = 0.17Uniaxial moment capacity of the Section about Z-Z axis

Chart for d'/D = 46 Will be used

0.088

p / fck = 0.07 Reinforcement % p = 25 x 0.07 = 1.75 %Uniaxial moment capacity of the Section about Y-Y axis

Chart for d'/B = 46 Will be used

0.088p / fck = 0.07 Reinforcement % p = 25 x 0.07 = 1.75 %

Required Size & Steel is Adequate

Steel Required = 1575

PITCH & DIAMETER OF LATERAL TIES

**Pitch of transvererse reinforcement shall be not more than the following distances.1) The list lateral dimension of member = 300 mm2) Sixteen times the smallest diameter of the longitudinal reinforcement bar to be tied = 256 mm

3) OR 300 mm = 300 mm

**Diameter of transvererse reinforcement shall be not less than the following .Diameter not less than one fourth of the diameter of the longitudinal reinforcement bar to be tied = 4 mm

Provide 8 NO. 16 tor ( 1608 Main barswith 8 tor @ 200 mm c/c ties

Muz = Mz + Max =Muy =My + May +1 =

Muz1/ fck*B*D2 =

Muy1/ fck*B2*D =

mm2 --------------------

mm2 )

Page 43: Combined Footing

DESIGN OF COLUMN CC3Load on column

s.w. = 2.5t/m^3 x 0.45 x 0.45 x 7.7 = 3.9 TB D

Beam reaction 1B104 = = 2.78 TBeam reaction 1B177 = = 4.28 TBeam reaction RB88 = = 0.91 TBeam reaction RB86 = = 4.4 T

W= 16.27 T

Moment due to EQ. = Seismic Zone = III0.08

Importance Factor, I = 1.5Soil - foundation System Factor, 1 ( 1 for pile & 1.2 for open fndn)

Performance Factor, K = 1Coefficient defining the flexibility of structure , C = 1

( REFER IS 1893 : 1984 CRITERIA FOR EARTH QUAKE RESISTANT DESIGN OF STRUCTURES)

Computation of earthquake forces

Earthquake forces are computed based on the nodal forces

main column beam joints as pinned supports.

The vertical support reactions thus evaluated are considered as the vertical nodal loads at the respective nodes. Earthquake horizontal forcesare computed based on the method given in IS:1893

Where Qi = horizontal load at i th floor.

( Wi ) = Vertical nodal load at the i th node.

Vb = Total Base shear = Sum ( Wi) *

= 0.12

0.12 x W1.9524 t

Basic Seismic Coefficient , ao =

evaluated by support reactions defining all the

( Wi * hi ^2)Qi = Vb * ----------------------------

Sum ( Wi * hi ^2)

hi = Height of the i th floor from the foundation bottom

ah

( Alpha )h = (Importance Factor ) * ( Soil factor) * (Alpha )o ah = b.I. ao

Base shear , Vb = K x C x ah x W Vb = Vb =

b=

Page 44: Combined Footing

Refer support reactions for the earthquake forces.

Col CC3Node Height Vertical Product Nodal

Number from the nodal Load fdn. bot. load T Ton

hi Wi Wi * hi^2 Qi 1 0 3.9 0 0.002 4.66 7.06 153.3121 0.953 7.7 5.31 314.8299 1.31

Total 16.27 468.142

Moment due to EQ. = Qi x x h

Moment due to EQ. = 0.95 x 4.66 = 4.43 Tm1.31 x 3.04 = 3.99

8.42 Tm

For design refer next page

Design of column

For member forces refer comp. OutputMem No. Load case P = Axial load = 16.27 TonMy = Bending moment = 8.42 T-mMz = Bending moment = 8.42 T-m

Size of columnB = 450 mmD = 450 mm

fck = 25d' =Cover 50 mm

Fy = 4154660 = 5592 mm4660 = 5592 mm Hence column

12.42667 > 12.0 is slender @ 12.42667 > 12.0 both axis

When compression member is slender @ it's axis an additional moment

0.035 m

0.035 mMoment due to slenderness are as follows

0.57 T-m0.57 T-m

Min.Eccentricity @ Z-axis= ex = ( L / 500 ) + ( D / 30 ) 26.18 mm > 20 mmMin.Eccentricity @ Y-axis= ey = ( L / 500 ) + ( B / 30 ) 26.18 mm

Moment due to min. eccentricity are as follows0.43 T-m < Mz0.43 T-m < My

N/mm2

N/mm2

Effective length @ Z-axis = Lex = 1.2 x Effective length @ Y-axis = Ley =1.2 x( Lex / D ) =( Ley / B ) =

Max & May should be taken in account

Eccentricity @ Z-axis = eax = ( (D/2000) x (Lex/D)2 ) =

Eccentricity @ Y-axis = eaY = ( (B/2000) x (Ley/B)2 ) =

Max = ( P x eax ) =May = ( P x eay ) =

Max1 = ( P x ex ) =May1 = ( P x ey ) =

Mz

My

B

DZ

Z

Y

Y

Page 45: Combined Footing

Total moments for which column is to be design are8.99 T-m8.99 T-m

Pu/ (Fck* B* D) = 0.03

d' / D = 0.11 d'/B = 0.11Uniaxial moment capacity of the Section about Z-Z axis

Chart for d'/D = 45 Will be used

0.037

p / fck = 0.010 Reinforcement % p = 25 x 0.01 = 0.25 %Uniaxial moment capacity of the Section about Y-Y axis

Chart for d'/B = 45 Will be used

0.037p / fck = 0.010 Reinforcement % p = 25 x 0.01 = 0.25 %

Required Size & Steel is Adequate

Steel Required = 506

PITCH & DIAMETER OF LATERAL TIES

**Pitch of transvererse reinforcement shall be not more than the following distances.1) The list lateral dimension of member = 450 mm2) Sixteen times the smallest diameter of the longitudinal reinforcement bar to be tied = 256 mm

3) OR 300 mm = 300 mm

**Diameter of transvererse reinforcement shall be not less than the following .Diameter not less than one fourth of the diameter of the longitudinal reinforcement bar to be tied = 4 mm

Provide 12 NO. 16 tor ( 2412 Main barswith 8 tor @ 75 mm c/c ties

DESIGN OF COLUMN CC7Load on column

s.w. = 2.5t/m^3 x 0.45 x 0.45 x 7.7 = 3.9 TB D

Beam reaction 1B122 = 1.87 T/M * 1.5 = 2.805 TBeam reaction 1B177 = = 4.28 TBeam reaction 1B176= = 7.87 TBeam reaction RB20 = = 2.35 TBeam reaction RB89 = = 0.91 TBeam reaction RB85 = = 3.39 TBeam reaction RB86 = = 4.4 T

W= 29.905 T

Muz = Mz + Max =Muy =My + May +1 =

Muz1/ fck*B*D2 =

Muy1/ fck*B2*D =

mm2 --------------------

mm2 )

Page 46: Combined Footing

Moment due to EQ. = Seismic Zone = III0.08

Importance Factor, I = 1.5Soil - foundation System Factor, 1 ( 1 for pile & 1.2 for open fndn)

Performance Factor, K = 1Coefficient defining the flexibility of structure , C = 1

( REFER IS 1893 : 1984 CRITERIA FOR EARTH QUAKE RESISTANT DESIGN OF STRUCTURES)

Computation of earthquake forces

Earthquake forces are computed based on the nodal forces

main column beam joints as pinned supports.

The vertical support reactions thus evaluated are considered as the vertical nodal loads at the respective nodes. Earthquake horizontal forcesare computed based on the method given in IS:1893

Where Qi = horizontal load at i th floor.

( Wi ) = Vertical nodal load at the i th node.

Vb = Total Base shear = Sum ( Wi) *

= 0.12

0.12 x W3.5886 t

Refer support reactions for the earthquake forces.

Col CC7Node Height Vertical Product Nodal

Number from the nodal Load fdn. bot. load T Ton

hi Wi Wi * hi^2 Qi 1 0 3.9 0 0.002 4.66 14.955 324.7568 1.783 7.7 11.05 655.1545 2.40

Total 29.905 979.9113

Moment due to EQ. = Qi x x h

Moment due to EQ. = 1.78 x 4.66 = 8.29 Tm2.40 x 3.04 = 7.29

15.58 Tm

For design refer next page

Design of column

Basic Seismic Coefficient , ao =

evaluated by support reactions defining all the

( Wi * hi ^2)Qi = Vb * ----------------------------

Sum ( Wi * hi ^2)

hi = Height of the i th floor from the foundation bottom

ah

( Alpha )h = (Importance Factor ) * ( Soil factor) * (Alpha )o ah = b.I. ao

Base shear , Vb = K x C x ah x W Vb = Vb =

b=

Page 47: Combined Footing

For member forces refer comp. OutputMem No. Load case P = Axial load = 29.905 TonMy = Bending moment = 15.58 T-mMz = Bending moment = 15.58 T-m

Size of columnB = 450 mmD = 450 mm

fck = 25d' =Cover 50 mm

Fy = 4154660 = 5592 mm4660 = 5592 mm Hence column

12.42667 < 12.0 is slender @ 12.42667 < 12.0 both axis

When compression member is slender @ it's axis an additional moment

0.035 m

0.035 mMoment due to slenderness are as follows

1.04 T-m1.04 T-m

Min.Eccentricity @ Z-axis= ex = ( L / 500 ) + ( D / 30 ) 26.18 mm > 20 mmMin.Eccentricity @ Y-axis= ey = ( L / 500 ) + ( B / 30 ) 26.18 mm

Moment due to min. eccentricity are as follows0.78 T-m < Mz0.78 T-m < My

Total moments for which column is to be design are16.62 T-m16.62 T-m

Pu/ (Fck* B* D) = 0.06

d' / D = 0.11 d'/B = 0.11Uniaxial moment capacity of the Section about Z-Z axis

Chart for d'/D = 45 Will be used

0.068

p / fck = 0.040 Reinforcement % p = 25 x 0.04 = 1 %Uniaxial moment capacity of the Section about Y-Y axis

Chart for d'/B = 45 Will be used

N/mm2

N/mm2

Effective length @ Z-axis = Lex = 1.2 x Effective length @ Y-axis = Ley =1.2 x( Lex / D ) =( Ley / B ) =

Max & May should be taken in account

Eccentricity @ Z-axis = eax = ( (D/2000) x (Lex/D)2 ) =

Eccentricity @ Y-axis = eaY = ( (B/2000) x (Ley/B)2 ) =

Max = ( P x eax ) =May = ( P x eay ) =

Max1 = ( P x ex ) =May1 = ( P x ey ) =

Muz = Mz + Max =Muy =My + May +1 =

Muz1/ fck*B*D2 =

Mz

My

B

DZ

Z

Y

Y

Page 48: Combined Footing

0.068p / fck = 0.040 Reinforcement % p = 25 x 0.04 = 1 %

Required Size & Steel is Adequate

Steel Required = 2025

PITCH & DIAMETER OF LATERAL TIES

**Pitch of transvererse reinforcement shall be not more than the following distances.1) The list lateral dimension of member = 450 mm2) Sixteen times the smallest diameter of the longitudinal reinforcement bar to be tied = 320 mm

3) OR 300 mm = 300 mm

**Diameter of transvererse reinforcement shall be not less than the following .Diameter not less than one fourth of the diameter of the longitudinal reinforcement bar to be tied = 5 mm

Provide 8 NO. 20 tor ( 2512 Main barswith 8 tor @ 75 mm c/c ties

Muy1/ fck*B2*D =

mm2 --------------------

mm2 )