Gspl-203-73-1514 R-0

MAYTAS NAFTOGASBUD JV

CONTENTS 1.0

GSPL203-73-1514 Rev 0

PAGE NO

INTRODUCTION........................................................................................................................................................... 3

1.1 1.2 1.3

GENERAL ................................................................................................................................................................... 3 DESIGN PHILOSOPHY ................................................................................................................................................. 3 REFERENCES ......................................................................................................................................................... 3

2.0 INPUT LOAD CALCULATION......................................................................................................................................... 4 2.1 2.2 2.3 2.4

DEAD LOAD ............................................................................................................................................................... 5 LIVE LOAD (LL) ........................................................................................................................................................ 8 WIND LOAD (WL) ..................................................................................................................................................... 9 SEISMIC LOAD ......................................................................................................................................................... 15

3.0 VIEWS ................................................................................................................................................................................. 17 3.1 3.2 3.3 3.4 3.5 3.6 3.7

ISOMETRIC VIEW ....................................................................................................................................................... 17 NODE NUMBERS ........................................................................................................................................................ 17 MEMBER NUMBERS ................................................................................................................................................... 18 COLUMN NUMBERS ................................................................................................................................................... 18 STAAD INPUT ............................................................................................................................................................ 19 SUPPORT REACTION SUMMARY ................................................................................................................................ 28 COLUMN DESIGN SUMMARY ..................................................................................................................................... 31

4.0 DESIGN CALCULATION ................................................................................................................................................ 31 4.10 4.20 4.3.0

SLAB DESIGN........................................................................................................................................................ 31 DESIGN OF BEAM................................................................................................................................................. 31 4.2.1 PLINTH BEAM.................................................................................................................................... 31 4.2.2. ROOF BEAM ...................................................................................................................................... 31 FOUNDATION DESIGN ....................................................................................................................................... 31

5.0 CONCLUSION ................................................................................................................................................................... 31

ANNEXURE-1 1.0 DESIGN OF SLAB AND BEAM FOR WATER TANK................................................................................................. 31 2.0

DESIGN OF LOCAL LINTEL.................................................................................................................................... 31

2.1 OPENING ≤ 750MM .......................................................................................................................................................... 31 2.2 OPENING ≤ 1000MM ........................................................................................................................................................ 31 2.3 OPENING ≤ 1500MM ........................................................................................................................................................ 31

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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1.0 INTRODUCTION 1.1 General The objective of this document is to define the minimum requirements for the design and engineering of the BHARUCH JAMNAGAR PIPELINE PROJECT. The general scope of work is for engineering procurement and construction of the RajkotJamnagar– GSPL pipeline system and related facilities including Despatch Station, SV Stations, Tap-off station and receiving station. This pipeline broadly consists of approximately 103.50 Kms of 30” line pipe from existing station (Receiving Station) at Rajkot on GSPL 24” Anand Rajkot Pipeline to village Pipli at chainage 89.67 Km (Receiving Station at Jamnagar) and subsequently to Reliance Receiving station (at Reliance premises) 1.2 Design Philosophy The control Building is a simple RCC structure comprising of Columns, Beams, and Slab at different levels, This structure has been designed using Staad-Pro computer software. The Foundations has been designed isolated foundation at a depth of 2.085 m below NGL. The structure has been designed for future expansion of one floor with approach staircase on side of building. The columns have been designed using Staad Pro. Beam design has been performed by taking moments and shear forces from Staad Pro and applied on spread sheets and slab is also designed using Spread Sheets 1.3 REFERENCES The following Indian codes and standards shall be generally used for design of Civil and Structural works. In all cases, latest revisions with amendments if any shall be followed. Apart from the specific codes mentioned herein, all other relevant and related codes concerning the specific job under consideration and/or referred to in these codes and technical specifications shall be followed wherever applicable. (All codes shall be latest as on the date of issuing of tender / bid document.) i.

IS : 875 - (parts I to V) Code of practice for Design loads (other than earthquake) for Buildings & Structures.

ii.

IS : 1893 - Criteria for Earthquake resistant design of structure.

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MAYTAS NAFTOGASBUD JV

iii

GSPL203-73-1514 Rev 0

3/07-07-Geotechnical/Sub Soil investigation report

FOUNDATION iii. IS: 1080- Code of practice for design foundations in soils (other than raft, ring and shell). iv. v.

and

construction

of

shallow

IS:1904-Code of practice for design and construction of foundations in soils – General requirements. IS:6403 -Code of practice for determination of bearing capacity of shallow foundations.

vi.

IS:8009 (Part-I)- Code of practice for settlement of foundations.

vii.

IS: 2911(Part-1/Sec2)-1980-code of Practice For Design and Construction of Foundations

pile

viii.

IS: 2911(Part-1/Sec3)-1979-code of Practice For Design and Construction of Foundations

pile

ix.

IS: 2911(Part-1/Sec4)-1984-code of Practice For Design and Construction of Foundations

pile

x.

IS: 2911(Part-4)-1985-code of Practice For Design and Construction of pile Foundations

xi.

IS: 2911(Part-III)-1980-code of Practice For Design and Construction of pile Foundations

CONCRETE STRUCTURES xii. xiii. xiv.

IS:432–1982(Part1,2) – Specification for mild steel and medium Tensile steel bars and hard drawn steel wire for concrete reinforcement IS:456-2000 – Code of practice of plain and reinforce concrete.

xv.

IS:1786–High strength deformed steel bars and wires reinforcement IS :4326 – Earthquake resistance design and construction of buildings

xvi.

IS:1566 – Hard drawn steel wire fabric for concrete reinforcement

xvii.

IS:13920 – Code of subjected to seismic forces

practice

for

ductile

detailing

of

for

concrete

RCC

structures

2.0 Input Load Calculation DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

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The loads applied on the structure are Dead Loads, Live Loads, and Wind Loads & Seismic loads in both the directions 2.1 Dead Load GROUND LEVEL & FIRST FLOOR SLAB LEVEL

Wall Load Inner Brick Wall

= 0.23x3.5x20 = 16.1 KN/m

Outer Brick Wall (below lintel

= 0.23x2.5x20

102.5-100)

= 11.5 KN/m

Brick Wall above Lintel (below lintel

= 0.23x0.7x20

104-0.5-102.8))

= 3.22 KN/m

Parapet wall

= 0.1x0.85x25 = 2.125 KN/m = Say 2.2 KN/m

Weight of Wall below landing Beam

= 0.23x1.05x20 (1.05m ht)

(Staircase for Future Expansion)

= 4.83 KN/m

Weight of wall above Landing Beam

= 0.23x1.95x20 (1.95 ht at bottom of floor Beam)

(Future Landing Beam Depth 500mm)

= 8.97 KN/m

Weight of wall at sides of Stair

= 0.23x3.5x20

(Stair for Future Expansion)

= 16.1 KN/m

Weight of wall at sides of future

= 0.115x2.5x20

head room (2.5m ht above beam)

= 5.75 KN/m

At First Floor Level (At Level EL (+) 104 M (TOC)): Slab Wt

= 0.15 x 25 = 3.75 KN/m2

Note 1.0 No floor finish load is consider (except cantilever portion) since it has been designed for LL of 7.5 kN/m2 2.0 Floor Finish load/Water proof of 2 KN/ m2 is applied for cantilever portion PCC 0.05x24

= 1.2 KN/ m2

Bitumen first course

= 0.004 KN/ m2

Bitumen @ 0.012 KN/ m2

= 0.036 KN/ m2

(2nd, 4rd, 6th layers)(0.012x3) DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

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APP Membrane @ 0.012 KN/ m2

= 0.30 KN/ m2

(3rd & 5th layers) (0.15x2Nos) 7th course- 12mm thick plaster

= 0.288 KN/ m2

(0.012x24) Brick Tiles- 3mm thick (0.03x20)

= 0.10 KN/ m2

Total

= 1.928 KN/ m2

say 2 KN/ m2

Floor Finish Load of 2 KN/ m2 is considered for cantilever portion At Future Roof Level (At Level EL (+) 108 M (TOC)): Slab Wt

= 0.15 x 25 = 3.75 KN/m2 = 2 KN/m2

Water Proofing

Cantilever slab at first floor (At Level EL (+) 104 M (TOC) & (+) 108 M (TOC) DL 5.75 KN/m 2.2 KN

0.7m

Shear to fixed end of beam = 5.75x0.7+2.2 = 6.225 KN (applied vertical Load on the Beam) Moment at end of Beam

= (5.75x0.72/2)+2.2x0.7 = 2.94 KN-m (moment applied on Cantilever Slab Supported Beam)

Water Tank Capacity of Tank

= 1000 lit

Weight of water

= 1m3 x 10 KN/m3 = 10 KN

Weight of tank (10% of weight of water) Weight of Cover Slab

= 1 KN = 2.135 x1.5x 0.15 x 25 = 12.00 KN

Self weight of beam

= ((2.135x0.2x0.2x25)x2)+((1.5x0.2x0.2x25)x2) = 7.27 KN

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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Weight of Pedestal

= 0.2 x 0.2 x 0.3 x 25 x 4 (for 4 pedestal) = 1.2 KN

Load transverse for each Pedestal = (10+1+12.00+7.27+1.2)/4 = 7.86 KN (applied as point load on pedestal supporting beam) Say 8 KN

Stair Case 250mm 150 Ø

175mm

x Tan Ø = 175/250 Ø = 35˚ Cos Ø = 150 / X X = 184 mm Average slab Thickness

= (184 + 150)+175 2 = 255 mm

B 3.873

2.450

A

1.05

1.05

3.0

3.873

1.05

1.05

DL

0.15x25

0.255x25

0.15x25

Total DL

3.75

6.375

3.75

LL

4

4

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

4

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

LL = 4 KN/m2 –IS 875 Part 2 Dead Load Reactions RA

= ((3.75 X 1.05 (1.05/2+4.923)+ 6.375X 3.873 (3.873/2+1.05) +3.75X (1.052/2))/5.973

RA

= 16.28 KN

RA + RB

= ((3.75 X 1.05)2) + (6.375X3.873)

RB

= 16.28 KN

Live Load Reactions RA = RB

= WL/2 = 4 X 5.973/2 = 11.95KN

The above typical load has been applied on beam at Ground floor and First Floor (Future Expansion Floor)

2.2 Live Load (LL) Live load is consider as per Design Basis Live Load Cantilever slab at first floor (At Level EL (+) 104 M (TOC)

DL 1.5 KN/m

0.7m

Live Load considered for Cantilever slab is1.5KN/m2 Shear to fixed end of beam = 1.5x0.7 = 1.05 KN (applied vertical Load on the Beam) Moment at end of Beam

= 1.5x0.7x0.7/2 = 0.36 KN-m (moment applied on the Cantilever Slab Supported Beam)

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

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2.3 Wind Load (WL) Design Of Wind Load Basic Wind Speed

Vb

=

Risk Cofficient K1

50 m/s

=

Terrain height and structure Size Factor Topography Factor K3

1.05

K2

=

1.05

=

1

Length of Building

L

=

20 m

Width of Building

W

=

10 m

Height to parapet

h

=

8.85 m

Design Wind Speed

=

Vb X K1 X K2 X K3 55.125 m/s 2

Design Wind Pressure Pz = 0.6 Vz Pz

1823.259 N/m

=

2

2

1.823259 KN/m Consider the wind acting on the longitudinal face of building External pressure Co-efficient From Code IS : 875 (part 3)- 1987 table 4

C

A Windward Side

B Leeward Side

D h/w

=

0.885

l/w

=

2

=

1/2
DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0 3/2 < l/w < 4

Wind Angle

=

0'

A B Wind Angle

= = =

0.7 -0.3 90'

C D

= =

0.7 -0.1

Load Case wind Angle = 0' (Internal suction) C

B

0.7

-0.3

-0.5

1.2

0.2 A

influence width =

D

2.5 m

FORCE ON END COLUMN Force on member AB= pressure coefficient x A x wind pressure =

1.2x2.5x1.823 5.469778 Kn/m

Force on member CD= pressure coefficient x A x wind pressure =

0.2x2.5x1.823

0.91163 Kn/m Force on column next to stair case column influence width = 2.5+2.4/2 3.7 Force on member CD= pressure coefficient x A x wind pressure 0.2x3.7X1.823 1.349212 KN/m

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

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Force on Stair Case Column influence width =

1.2

Force on member AB= pressure coefficient x A x wind pressure =

1.2*1.2*1.823 2.625494 KN/m

Force on member CD= pressure coefficient x A x wind pressure 0.2*1.2*1.823 0.437582 KN/m FORCE ON MIDDLE COLUMN influence width =

5m

Force on member AB= pressure coefficient x A x wind pressure =

1.2x5x1.823 10.93956 KN/m

Force on member CD= pressure coefficient x A x wind pressure 0.2x5X1.823 1.823259 KN/m

Load Case wind Angle = 90' (Internal suction) B

C

-0.5

0.7 1.2

A

FORCE ON END COLUMN influence width =

-0.1

D

0.4

2.5 m

Force on member AB = pressure coefficient x A x wind pressure 1.2x2.5x1.823 5.469778 KN/m Force on member CD = 0.4 *2.5*1.412

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0 1.823259 KN/m

FORCE ON MIDDLE COLUMN influence width =

5m

Force on member AB = pressure coefficient x A x wind pressure 1.2x5x1.823 10.93956 KN/m Force on member CD = 0.4 *5*1.823 3.646519 KN/m FORCE ON STAIR COLUMN influence width =

2.5 m

Force on member CD = pressure coefficient x A x wind pressure 0.4x2.5x1.823 1.823259 KN/m

Load Case wind Angle = 0' (Internal pressure) B

C

+0.5

0.7 0.2

A

FORCE ON END COLUMN influence width =

-0.25

D

0.75

2.5 m

Force on member AB= pressure coefficient x A x wind pressure 0.2x2.5x1.823 0.91163 KN/m Force on member CD= pressure coefficient x A x wind pressure 0.75x2.5x1.823 3.418611 KN/m

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV FORCE ON MIDDLE COLUMN influence width =

GSPL203-73-1514 Rev 0 5m

Force on member AB= pressure coefficient x A x wind pressure 0.2x5x1.823 1.823259 KN/m Force on member CD= pressure coefficient x A x wind pressure 0.75x5x1.823 6.837223 KN/m FORCE ON COLUMN NEXT TO STAIR influence width = 2.5+1.2 3.7 m Force on member AB= pressure coefficient x A x wind pressure 0.2x3.7x1.823 1.349212 KN/m Force on member CD= pressure coefficient x A x wind pressure 0.75x3.7x1.823 5.059545 KN/m FORCE ON STAIR COLUMN influence width =

1.2 m

Force on member AB= pressure coefficient x A x wind pressure 0.2x1.2x1.823 0.437582 KN/m Force on member CD= pressure coefficient x A x wind pressure 0.75x1.2x1.823 1.640933 KN/m

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Load Case wind Angle = 90' (Internal pressure) B

C

0.7

-0.1

+0.5

0.2

0.6 A

D

FORCE ON END COLUMN influence width = 2.5 m Force on member AB= pressure coefficient x A x wind pressure 0.2x2.5x1.823 0.91163 kN/m Force on member CD= pressure coefficient x A x wind pressure 0.6x2.5x1.412 2.734889 KN/m FORCE ON MIDDLE COLUMN influence width = 5m Force on member AB= pressure coefficient x A x wind pressure 0.2x5x1.823 1.823259 kN/m Force on member CD= pressure coefficient x A x wind pressure 0.6x5x1.823 5.469778 KN/m

FORCE ON STAIR COLUMN influence width =

2.5

Force on member CD= pressure coefficient x A x wind pressure 0.6x2.5x1.823 2.734889 KN/m

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Wind Load on Parapet Wall `

1m Acting on the wall Wind Load on wall = Cf x Qp 1.2 x 1.82 = 2.184 KN/m (Applied horizontal UDL on beam ) Moment due to Wind on Beam = 2.184x1x1/2 = 1.092 KN-m

2.4 Seismic Load Seismic design is carried out in Staad. Parameters considered are as follows: Zone IV

= 0.24

Importance factor

= 1.5

Response Reduction Factor (RF) = 3.0 Soil Site Factor (SS)

= 1.0 (Rock)

Structure Type (ST)

= 1.0 (RC Building)

Damping Ratio (DM )

= 0.05

2.5 Load Combination Factored Load 1.5DL+1.5LL 1.5DL+ 1.5EQ:+X 1.5DL+ 1.5EQ:+Z 0.9DL+ 1.5EQ:+X 0.9DL+ 1.5EQ:+Z 1.5DL+ 1.5WL:+Z (0' IS) 1.5DL+ 1.5WL:+Z (0' IP) 1.5DL+ 1.5WL:+X (90' IS) 1.5DL+ 1.5WL:+X (90'IP) 0.9DL+ 1.5WL:+Z(0' IS) 0.9DL+ 1.5WL:+Z(0' IP) 0.9DL+ 1.5WL:+X(90' IS) 0.9DL+ 1.5WL:+X(90' IP) 1.2DL+1.2LL+1.2EQ:+X

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

1.2DL+1.2LL+1.2EQ:+Z 1.2DL+1.2LL+1.2WL:+Z(0' IS) 1.2DL+1.2LL+1.2WL:+Z(0' IP) 1.2DL+1.2LL+1.2WL:+X(90' IS) 1.2DL+1.2LL+1.2WL:+X(90' IP)

Un Factored Load 1.0DL+1.0LL 1.0DL+ 1.0EQ:+X 1.0DL+ 1.0EQ:+Z) 1.0DL+ 1.0WL:+Z(0'IS) 1.0DL+ 1.0WL:+Z(0'IP) 1.0DL+ 1.0WL:+X(90'IS) 1.0DL+ 1.0WL:+X(90'IP) 1.0DL+1.0LL+1.0EQ:+X 1.0DL+1.0LL+1.0EQ:+Z 1.0DL+1.0LL+1.0WL:+Z(0'IS) 1.0DL+1.0LL+1.0WL:+Z(0'IP) 1.0DL+1.0LL+1.0WL:+X(90'IS) 1.0DL+1.0LL+1.0WL:+X(90' IP)

Note: Reverse wind and Seismic Force is considered by applying negative sign for the above load combination in Staad

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

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3.0 Views 3.1 Isometric View

3.2 Node Numbers

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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3.3 Member numbers

3.4 Column numbers

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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3.5 Staad Input STAAD SPACE START JOB INFORMATION ENGINEER DATE 01-JULY-07 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1 0 -2.1 0; 2 5 -2.1 0; 3 10 -2.1 0; 4 15 -2.1 0; 6 20 -2.1 0; 7 0 -2.1 5; 8 5 -2.1 5; 9 10 -2.1 5; 10 15 -2.1 5; 12 20 -2.1 5; 13 0 -2.1 10; 14 5 -2.1 10; 15 10 -2.1 10; 16 15 -2.1 10; 18 20 -2.1 10; 19 0 0 0; 20 5 0 0; 21 10 0 0; 22 15 0 0; 23 20 0 0; 25 0 0 5; 26 5 0 5; 27 10 0 5; 28 15 0 5; 29 20 0 5; 31 0 0 10; 32 5 0 10; 33 10 0 10; 34 15 0 10; 35 20 0 10; 37 0 2.85 0; 38 5 2.85 0; 39 10 2.85 0; 40 15 2.85 0; 41 20 2.85 0; 43 0 2.85 5; 48 20 2.85 5; 49 0 2.85 10; 50 5 2.85 10; 51 10 2.85 10; 52 15 2.85 10; 53 20 2.85 10; 55 0 4.05 0; 56 5 4.05 0; 57 10 4.05 0; 58 15 4.05 0; 59 20 4.05 0; 61 0 4.05 5; 62 5 4.05 5; 63 10 4.05 5; 64 15 4.05 5; 65 20 4.05 5; 67 0 4.05 10; 68 5 4.05 10; 69 10 4.05 10; 70 15 4.05 10; 71 20 4.05 10; 73 0 0 8; 74 5 0 8; 75 10 0 8; 76 15 0 8; 77 20 0 8; 79 1.87 0 0; 80 1.87 0 5; 81 1.87 0 8; 82 0 6.85 10; 83 5 6.85 10; 84 10 6.85 10; 85 15 6.85 10; 86 20 6.85 10; 88 20 6.85 5; 89 20 6.85 0; 90 0 6.85 0; 91 5 6.85 0; 92 10 6.85 0; 93 15 6.85 0; 95 0 6.85 5; 96 0 8.05 10; 97 5 8.05 10; 98 10 8.05 10; 99 15 8.05 10; 100 20 8.05 10; 102 0 8.05 0; 103 5 8.05 0; 104 10 8.05 0; 105 15 8.05 0; 106 20 8.05 0; 108 0 8.05 5; 109 5 8.05 5; 110 10 8.05 5; 111 15 8.05 5; 112 20 8.05 5; 114 0 4.05 8; 115 5 4.05 8; 116 10 4.05 8; 117 15 4.05 8; 118 20 4.05 8; 120 0 4.05 2.5; 121 5 4.05 2.5; 122 10 4.05 2.5; 123 15 4.05 2.5; 124 20 4.05 2.5; 127 2 4.05 5; 129 2 4.05 8; 131 1.87 0 6.1; 132 5 0 6.1; 135 22.4 -2.1 5; 136 22.4 -2.1 10; 137 22.4 4.05 5; 138 22.4 4.05 10; 139 22.4 8.05 10; 140 22.4 8.05 5; 141 22.4 1.49012e-008 10; 142 22.4 1.49012e-008 5; 143 20 4.05 9; 144 22.4 4.05 9; 145 20 8.05 9; 146 22.4 8.05 9; 147 20 1.575 5; 148 22.4 1.575 5; 149 20 5.5755 5; 150 22.4 5.5755 5; 151 1.5 8.05 5; 152 1.5 8.05 10; 153 20 11.05 10; 154 20 11.05 5; 155 22.4 11.05 10; 156 22.4 11.05 5; MEMBER INCIDENCES 1 1 19; 2 19 37; 3 37 55; 4 7 25; 5 25 43; 6 43 61; 7 13 31; 8 31 49; 9 49 67; 10 2 20; 11 20 38; 12 38 56; 13 8 26; 14 26 62; 16 14 32; 17 32 50; 18 50 68; 19 3 21; 20 21 39; 21 39 57; 22 9 27; 23 27 63; 25 15 33; 26 33 51; 27 51 69; 28 4 22; 29 22 40; 30 40 58; 31 10 28; 32 28 64; 34 16 34; 35 34 52; 36 52 70; 46 6 23; 47 23 41; 48 41 59; 49 12 29; 50 29 147; 51 48 65; 52 18 35; 53 35 53; 54 53 71; 55 19 79; 56 20 21; 57 21 22; 58 22 23; 60 19 25; 61 25 73; 62 20 26; 63 26 132; 64 21 27; 65 27 75; 66 22 28; 67 28 76; 70 23 29; 71 29 77; 77 73 31; 78 74 32; 79 75 33; 80 76 34; 82 77 35; 83 73 81; 84 74 75; 85 75 76; 86 76 77; 88 25 80; 89 79 20; 90 80 26; 91 79 80; 92 81 74; 93 80 131; 94 49 50; 95 50 51; 96 51 52; 97 52 53; 99 53 48; 100 48 41; 101 37 38; 102 38 39; 103 39 40; 104 40 41; 106 37 43; 107 43 49; 108 67 68; 109 68 69; 110 69 70; 111 70 71; 113 55 56; 114 56 57; 115 57 58; 116 58 59; 118 55 120; 119 61 114; 120 56 121; 121 62 115; 122 57 122; 123 63 116; 124 58 123; 125 64 117; 128 59 124; 129 65 118; 130 61 127; 131 62 63; 132 63 64; 133 64 65; 135 82 83; 136 83 84; 137 84 85; 138 85 86; 140 86 88; 141 88 89; 142 90 91; 143 91 92; 144 92 93; 145 93 89; 147 90 95; 148 95 82; 149 96 152; 150 97 98; 151 98 99; 152 99 100; 154 102 103; 155 103 104; 156 104 105; 157 105 106; 159 102 108; 160 108 96; 161 103 109; 162 109 97; 163 104 110; 164 110 98; 165 105 111; 166 111 99; 169 106 112; 170 112 145; 171 108 151; 172 109 110; 173 110 111; 174 111 112; 176 55 90; 177 90 102; 178 61 95; 179 95 108; 180 67 82; 181 82 96; 182 56 91; 183 91 103; 184 62 109; 185 68 83; 186 83 97; 187 57 92; 188 92 104; 189 63 110; 190 69 84; 191 84 98; 192 58 93; 193 93 105; 194 64 111; 195 70 85; 196 85 99; 202 59 89; 203 89 106; 204 65 149; 205 88 112; 206 71 86; 207 86 100; 208 114 67; 209 115 68; 210 116 69; 211 117 70; 213 118 143; 215 118 117; 216 117 116; 217 116 115; 218 115 129; 219 120 61; 220 121 62; 221 122 63; 222 123 64; 224 124 65; 225 120 121; 226 121 122; 227 122 123; 228 123 124; 231 127 62; 235 129 114; 236 127 129; 239 31 32; 240 32 33; 241 33 34; 242 34 35; 244 26 27; 245 27 28; 246 28 29; 248 131 81; 249 132 74; 250 131 132; 254 135 142; 255 137 150; 256 136 141; 257 138 139; 258 112 140; 259 100 139; 260 71 138; 261 65 137; 262 140 146; 263 137 144; 264 141 138; 265 35 141; 266 142 148; 267 29 142;

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

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268 142 141; 269 143 71; 270 144 138; 272 145 100; 273 146 139; 275 147 48; 276 148 137; 277 147 148; 278 149 88; 279 150 140; 280 149 150; 281 151 109; 282 152 97; 283 151 152; 284 140 156; 285 112 154; 286 100 153; 287 139 155; 288 154 153; 289 156 155; 290 154 156; 291 153 155; DEFINE MATERIAL START ISOTROPIC CONCRETE E 2.5e+007 POISSON 0.2 DENSITY 25 ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL MEMBER RELEASE 91 END MY MZ 93 START MY MZ 84 START MY MZ 84 END MY MZ 85 START MY MZ 85 END MY MZ 86 START MY MZ 86 END MY MZ 92 END MY MZ 83 START MY MZ 215 START MY MZ 215 END MY MZ 216 START MY MZ 216 END MY MZ 217 START MY MZ 217 END MY MZ 218 START MY MZ 235 END MY MZ 91 START MY MZ 226 START MY MZ 226 END MY MZ 227 START MY MZ 227 END MY MZ 228 START MY MZ 228 END MY MZ 248 END MY MZ 250 START MY MZ 250 END MY MZ 277 START MY MZ 277 END MY MZ 280 START MY MZ 280 END MY MZ 225 START MY MZ 225 END MY MZ 236 START MY MZ 236 END MY MZ ******************************************************************************** *PROPERTY ******************************************************************************** MEMBER PROPERTY INDIAN 94 TO 97 99 TO 104 106 107 135 TO 138 140 TO 145 147 148 PRIS YD 0.3 ZD 0.3 149 TO 152 154 TO 157 159 TO 166 169 TO 174 215 TO 218 225 TO 228 235 236 250 272 281 TO 283 288 TO 291 PRIS YD 0.5 ZD 0.23 55 TO 58 60 TO 67 70 71 77 TO 80 82 TO 86 88 TO 93 239 TO 242 244 TO 246 248 249 PRIS YD 0.5 ZD 0.3 1 TO 14 16 TO 23 25 TO 32 34 TO 36 46 TO 54 176 TO 196 202 TO 207 254 TO 257 264 266 275 276 278 279 284 TO 287 PRIS YD 0.35 ZD 0.5 108 TO 111 113 TO 116 118 119 128 TO 133 208 213 219 224 231 269 PRIS YD 0.5 ZD 0.3 MEMBER PROPERTY INDIAN 120 TO 125 209 TO 211 220 TO 222 PRIS YD 0.6 ZD 0.23 MEMBER PROPERTY INDIAN 258 TO 263 265 267 268 270 273 277 280 PRIS YD 0.5 ZD 0.3 CONSTANTS

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MATERIAL CONCRETE MEMB 1 TO 14 16 TO 23 25 TO 32 34 TO 36 46 TO 58 60 TO 67 70 71 77 TO 80 82 TO 86 88 TO 97 99 TO 104 106 TO 111 113 TO 116 118 TO 125 128 TO 133 135 TO 138 140 TO 145 147 TO 152 154 TO 157 159 TO 166 169 TO 174 176 TO 196 202 TO 211 213 215 TO 222 224 TO 228 231 235 236 239 240 TO 242 244 TO 246 248 TO 250 254 TO 270 272 273 275 TO 291 ********************************************************************************* *SUPPORTS ********************************************************************************* SUPPORTS 1 TO 4 6 TO 10 12 TO 16 18 135 136 FIXED ********************************************************************************* * SEISMIC LOAD GENERATION ********************************************************************************* DEFINE 1893 LOAD ZONE 0.24 RF 3 I 1.5 SS 1 ST 1 DM 0.05 SELFWEIGHT MEMBER WEIGHT ******************************************************************************** * INNER BRICK WALL 0.23*3.5*20 (3.5M = BELOW BOTTOM OF BEAM) ******************************************************************************** 62 TO 67 120 TO 125 220 TO 222 249 UNI 16.1 ******************************************************************************** *PARTITION WALL 0.115*3.05*20 = 8.05 93 248 250 UNI 8.05 ******************************************************************************** *WALL ABOVE LINTEL 0.23*0.7*20 ******************************************************************************** 94 TO 97 99 TO 104 106 107 135 TO 138 140 TO 145 147 148 UNI 3.22 ******************************************************************************** * PARAPET WALL 1*0.115*20 *OUTER BRICK WALL 0.23*2.5*20 ******************************************************************************** 56 TO 58 61 70 71 83 TO 86 88 89 91 114 TO 116 118 119 128 129 215 TO 219 224 235 UNI 11.5 ******************************************************************************** *WEIGHT OF PARTITION WALL (0.115*3.5*20=8.05 KN/m) 236 UNI 8.05 ********************************************************************************* ******************************************************************************** *CANTILEVER SLAB AND PARAPET WALL 1*0.115*20 ******************************************************************************** 108 TO 111 113 TO 116 118 119 128 149 TO 152 154 TO 157 159 160 169 208 219 224 282 UNI 6.225 ******************************************************************************** *WEIGHT OF WATER TANK *SLAB + PEDESTAL (0.15*25*2.135*1.5)+(0.2*0.2*0.3*25)*4=13.57 *WEIGHT OF WATER 10 KN *EMPTY WT OF TANK = 10%OF WATER WT *WEIGHT OF BEAM = ((2.135*0.2*0.2*25)*2)+((1.5*0.2*0.2*25)*2)=7.27 *TOTAL WT =(10+1++7.27+13.20)/4 =7.86. SAY 8 KN ******************************************************************************** 160 283 CON 8 1 160 283 CON 8 2.5 ******************************************************************************** * STAIRCASE LOAD * STAIR WALL UPTO A HT OF 1.08 (BOTTOM OF BEAM (0.23*20*1.08) ******************************************************************************** 261 267 UNI 4.83 ******************************************************************************** *STAIR OUTER WALL 0.23*3.5*20 ******************************************************************************** 263 268 270 UNI 16.1 ******************************************************************************** *LANDING BEAM- STAIR DEAD LOAD ******************************************************************************** 259 260 UNI 16.28 277 280 UNI 16.28

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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******************************************************************************** *TOP OF LANDING BEAM TO BOTTOM OF FLOOR BEAM (0.3*20*(2.42-0.5)) ******************************************************************************** 277 280 UNI 8.97 ******************************************************************************** *PARAPET AROUND STAIRCASE (0.85*0.1*25)=2.2 kN ******************************************************************************** 258 TO 260 262 273 UNI 2.2 ******************************************************************************** *STAIR HEAD ROOM ********************************************************************************* 170 258 259 262 272 273 UNI 5.75 *LIVE LOAD 50% ******************************************************************************** *0.5*11.53=5.765 259 260 277 280 UNI 5.765 ******************************************************************************** *CANTILEVER SLAB *0.5*1.05=0.525 ******************************************************************************** 108 TO 111 113 TO 116 118 119 128 129 149 TO 152 154 TO 157 159 160 169 170 208 213 219 224 269 272 282 UNI 0.525 ******************************************************************************** *SLAB DEAD LOAD ******************************************************************************** FLOOR WEIGHT YRANGE 4.05 4.05 FLOAD 3.75 XRANGE 0 20 ZRANGE 0 10 YRANGE 8.05 8.05 FLOAD 5.75 XRANGE 0 20 ZRANGE 0 10 ******************************************************************************** *STAIR HEAD ROOM ******************************************************************************** YRANGE 11.05 11.05 FLOAD -5.75 XRANGE 20 22.4 ZRANGE 5 10 ******************************************************************************** * SLAB LIVE LOAD FOR FIRST FLOOR ROOF 50% *0.5*7.36=3.68 ******************************************************************************** YRANGE 4.05 4.05 FLOAD 3.68 XRANGE 0 20 ZRANGE 0 10 ******************************************************************************** *SESMIC IN X-DIR ******************************************************************************** LOAD 1 LOADTYPE Seismic TITLE EQX 1893 LOAD X PERFORM ANALYSIS CHANGE ******************************************************************************** *SESMIC IN Z-DIR ******************************************************************************** LOAD 2 LOADTYPE Seismic TITLE EQZ 1893 LOAD Z PERFORM ANALYSIS CHANGE ******************************************************************************** *DEAD LOAD ******************************************************************************** LOAD 3 LOADTYPE Dead TITLE DEAD LOAD SELFWEIGHT Y -1 FLOOR LOAD YRANGE 4.05 4.05 FLOAD -3.75 XRANGE 0 20 ZRANGE 0 10 GY YRANGE 8.05 8.05 FLOAD -5.75 XRANGE 0 20 ZRANGE 0 10 GY ******************************************************************************** *STAIR HEAD ROOM ******************************************************************************** YRANGE 11.05 11.05 FLOAD -5.75 XRANGE 20 22.4 ZRANGE 5 10 GY MEMBER LOAD ******************************************************************************** * INNER BRICK WALL 0.23*3.5*20 (3.5M = BELOW BOTTOM OF BEAM) ********************************************************************************

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

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62 TO 67 120 TO 125 220 TO 222 249 UNI GY -16.1 ******************************************************************************** *PARTITION WALL 0.115*3.05*20 = 8.05 93 248 250 UNI GY -8.05 ******************************************************************************** *WALL ABOVE LINTEL 0.23*0.7*20 ******************************************************************************** 94 TO 97 99 TO 104 106 107 135 TO 138 140 TO 145 147 148 UNI GY -3.22 ******************************************************************************** *OUTER BRICK WALL 0.23*2.5*20 ******************************************************************************** 56 TO 58 61 70 71 83 TO 86 88 89 91 113 TO 116 118 119 128 129 215 TO 219 224 235 UNI GY -11.5 ******************************************************************************** *WEIGHT OF PARTITION WALL (0.115*3.5*20=8.05 KN/m) 236 UNI GY -8.05 ******************************************************************************** *CANTILEVER SLAB AND PARAPET WALL 1*0.115*20 ******************************************************************************** 108 TO 111 113 TO 116 118 119 128 149 TO 152 154 TO 157 159 160 169 208 219 224 282 UNI GY -6.225 108 TO 111 149 TO 152 282 UMOM GX 2.94 113 TO 116 154 TO 157 UMOM GX -2.94 118 119 159 160 208 219 UMOM GZ 2.94 128 169 224 UMOM GZ -2.94 ********************************************************************************* *WEIGHT OF WATER TANK *SLAB + PEDESTAL (0.15*25*2.135*1.5)+(0.2*0.2*0.3*25)*4=13.57 *WEIGHT OF WATER 10 KN *EMPTY WT OF TANK = 10%OF WATER WT *WEIGHT OF BEAM = ((2.135*0.2*0.2*25)*2)+((1.5*0.2*0.2*25)*2)=7.27 *TOTAL WT =(10+1++7.27+13.20)/4 =7.86. SAY 8 KN ********************************************************************************* 160 283 CON GY -8 1 0 160 283 CON GY -8 2.5 ********************************************************************************* * STAIRCASE LOAD * STAIR WALL UPTO A HT OF 1.08 (BOTTOM OF BEAM (0.23*20*1.08) ********************************************************************************* 261 267 UNI GY -4.83 ********************************************************************************* *STAIR OUTER WALL 0.23*3.5*20 ********************************************************************************* 263 268 270 UNI GY -16.1 ********************************************************************************* *LANDING BEAM- STAIR DEAD LOAD ********************************************************************************* 259 260 UNI GY -16.28 277 280 UNI GY -16.28 ********************************************************************************* *TOP OF LANDING BEAM TO BOTTOM OF FLOOR BEAM (0.3*20*(2.42-0.5)) ********************************************************************************* 277 280 UNI GY -8.97 ********************************************************************************* *PARAPER AROUND STAIRCASE (0.85*0.1*25)=2.2 kN ********************************************************************************* 258 TO 260 262 273 UNI GY -2.2 ********************************************************************************* *STAIR HEAD ROOM ********************************************************************************* 170 258 259 262 272 273 UNI GY -5.75 ********************************************************************************* *LIVE LOAD ********************************************************************************* LOAD 4 LOADTYPE Live TITLE LIVE LOAD FLOOR LOAD YRANGE 4.05 4.05 FLOAD -7.37 XRANGE 0 20 ZRANGE 0 10 GY

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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GSPL203-73-1514 Rev 0

YRANGE 8.05 8.05 FLOAD -1.5 XRANGE 0 20 ZRANGE 0 10 GY YRANGE 11.05 11.05 FLOAD -1.5 XRANGE 20 22.4 ZRANGE 5 10 GY MEMBER LOAD ********************************************************************************* * STAIRCASE LOAD ********************************************************************************* 259 260 277 280 UNI GY -11.95 ********************************************************************************* *CANTILEVER SLAB ********************************************************************************* 108 TO 111 149 TO 152 189 278 282 UMOM GX 0.36 113 TO 116 154 TO 157 UMOM GX -0.36 118 119 159 160 208 219 UMOM GZ 0.36 128 169 224 UMOM GZ -0.36 108 TO 111 113 TO 116 118 119 128 129 149 TO 152 154 TO 157 159 160 169 170 208 213 219 224 269 272 282 UNI GY -1.05 ********************************************************************************* *WIND LOAD 0 DEGREE (INTERNAL SUCTION) ********************************************************************************* LOAD 5 LOADTYPE None TITLE WIND 0' (INTENAL SUCTION WL:+Z(0'IS) MEMBER LOAD 17 18 26 27 35 36 185 186 190 191 195 196 UNI GZ -1.823 11 12 20 21 29 30 182 183 187 188 192 193 UNI GZ 10.94 ********************************************************************************* *MOMENT DUE TO WIND ON PARAPET ********************************************************************************* 108 TO 111 113 TO 116 149 TO 152 154 TO 157 282 290 291 UMOM GX 1.092 ********************************************************************************* *FORCE DUE TO WIND ON PARAPET ********************************************************************************* 108 TO 111 113 TO 116 149 TO 152 154 TO 157 282 290 291 UNI GZ 2.184 8 9 180 181 UNI GZ -0.912 2 3 47 48 176 177 202 203 UNI GZ 5.46 53 54 206 207 UNI GZ -1.34 257 264 UNI GZ -0.43 255 266 276 279 284 285 UNI GZ 2.62 ********************************************************************************* *WIND LOAD 0 DEGREE (INTERNAL PRESSURE) ********************************************************************************* LOAD 6 LOADTYPE None TITLE WIND 0' (INTERNAL PRESSURE WL:+Z(0'IP) MEMBER LOAD 17 18 26 27 35 36 185 186 190 191 195 196 UNI GZ 6.84 11 12 20 21 29 30 182 183 187 188 192 193 UNI GZ 1.82 ********************************************************************************* *MOMENT DUE TO WIND ON PARAPET ********************************************************************************* 108 TO 111 113 TO 116 149 TO 152 154 TO 157 282 290 291 UMOM GX 1.092 *FORCE DUE TO WIND ON PARAPET 108 TO 111 113 TO 116 149 TO 152 154 TO 157 282 290 291 UNI GZ 2.184 8 9 180 181 UNI GZ 3.42 2 3 47 48 176 177 202 203 UNI GZ 0.92 53 54 206 207 UNI GZ 5.06 257 264 UNI GZ 1.64 255 266 276 279 284 285 UNI GZ 0.43 ********************************************************************************* *WIND LOAD 90 DEGREE (INTERNAL SUCTION) ********************************************************************************* LOAD 7 LOADTYPE None TITLE WIND 90 (INTERNAL SUCTION WL:+X(90'IS) MEMBER LOAD 5 6 178 179 UNI GX 10.94 50 51 204 205 275 278 UNI GX -3.64 ******************************************************************************** *MOMENT DUE TO WIND ON PARAPET ******************************************************************************** 118 119 128 129 159 160 169 170 208 213 219 224 269 272 288 289 UMOM GZ -1.092 *FORCE DUE TO WIND ON PARAPET 118 119 128 129 159 160 169 170 208 213 219 224 269 272 288 289 UNI GX 2.184

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

2 3 8 9 176 177 180 181 UNI GX 5.46 47 48 53 54 202 203 206 207 UNI GX -1.82 255 257 264 266 276 279 284 287 UNI GX -1.823 ********************************************************************************* *WIND LOAD 0 DEGREE (INTERNAL PRESSURE) ********************************************************************************* LOAD 8 LOADTYPE None TITLE WIND 90 (INTERNAL PRESSURE WL:+X(90'IP) MEMBER LOAD 5 6 178 179 UNI GX 1.823 50 51 204 205 275 278 UNI GX 5.47 ********************************************************************************* *MOMENT DUE TO WIND ON PARAPET ********************************************************************************* 118 119 128 129 159 160 169 170 208 213 219 224 269 272 288 289 UMOM GZ -1.092 ********************************************************************************* *FORCE DUE TO WIND ON PARAPET ********************************************************************************* 118 119 128 129 159 160 169 170 208 213 219 224 269 272 288 289 UNI GX 2.184 2 3 8 9 176 177 180 181 UNI GX 0.91 47 48 53 54 202 203 206 207 UNI GX 2.74 255 257 264 266 276 279 285 286 UNI GX 2.74 ********************************************************************************* *LOAD COMBINATION ********************************************************************************* LOAD COMB 9 (1.5DL+1.5LL) 3 1.5 4 1.5 LOAD COMB 10 (1.5DL+ 1.5EQ:+X) 3 1.5 1 1.5 LOAD COMB 11 (1.5DL+ 1.5EQ:+Z) 3 1.5 2 1.5 LOAD COMB 12 (0.9DL+ 1.5EQ:+X) 3 0.9 1 1.5 LOAD COMB 13 (0.9DL+ 1.5EQ:+Z) 3 0.9 2 1.5 LOAD COMB 14 (1.5DL+ 1.5WL:+Z(0'IS)) 3 1.5 5 1.5 LOAD COMB 15 (1.5DL+ 1.5WL:+Z(0'IP)) 3 1.5 6 1.5 LOAD COMB 16 (1.5DL+ 1.5WL:+X(90'IS)) 3 1.5 7 1.5 LOAD COMB 17 (1.5DL+ 1.5WL:+X(90'IP)) 3 1.5 8 1.5 LOAD COMB 18 (0.9DL+ 1.5WL:+Z(0'IS)) 3 0.9 5 1.5 LOAD COMB 19 (0.9DL+ 1.5WL:+Z(0'IP)) 3 0.9 6 1.5 LOAD COMB 20 (0.9DL+ 1.5WL:+X(90'IS)) 3 0.9 7 1.5 LOAD COMB 21 (0.9DL+ 1.5WL:+X(90'IP)) 3 0.9 8 1.5 LOAD COMB 22 (1.2DL+1.2LL+1.2EQ:+X) 3 1.2 4 1.2 1 1.2 LOAD COMB 23 (1.2DL+1.2LL+1.2EQ:+Z) 3 1.2 4 1.2 2 1.2 LOAD COMB 24 (1.2DL+1.2LL+1.2WL:+Z(0'IS)) 3 1.2 4 1.2 5 1.2 LOAD COMB 25 (1.2DL+1.2LL+1.2WL:+Z(0'IP)) 3 1.2 4 1.2 6 1.2 LOAD COMB 26 (1.2DL+1.2LL+1.2WL:+X(90'IS)) 3 1.2 4 1.2 7 1.2 LOAD COMB 27 (1.2DL+1.2LL+1.2WL:+X(90'IP)) 3 1.2 4 1.2 8 1.2 LOAD COMB 28 (1.5DL+1.5EQ:-X) 3 1.5 -1 1.5 LOAD COMB 29 (1.5DL+1.5EQ:-Z) 3 1.5 -2 1.5 LOAD COMB 30 (0.9DL+1.5EQ:-X)

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

3 0.9 -1 1.5 LOAD COMB 31 (0.9DL+1.5EQ:+Z ) 3 0.9 -2 1.5 LOAD COMB 32 (1.5DL+ 1.5WL:-Z(0'IS)) 3 1.5 -5 1.5 LOAD COMB 33 (1.5DL+ 1.5WL:-Z(0'IP)) 3 1.5 -6 1.5 LOAD COMB 34 (1.5DL+ 1.5WL:-X(90'IS)) 3 1.5 -7 1.5 LOAD COMB 35 (1.5DL+ 1.5WL:-X(90'IP)) 3 1.5 -8 1.5 LOAD COMB 36 (0.9DL+ 1.5WL:-Z(0'IS)) 3 0.9 -5 1.5 LOAD COMB 37 (0.9DL+ 1.5WL:-Z(0'IP)) 3 0.9 -6 1.5 LOAD COMB 38 (0.9DL+ 1.5WL:-X(90'IS)) 3 0.9 -7 1.5 LOAD COMB 39 (0.9DL+ 1.5WL:-X(90'IP)) 3 0.9 -8 1.5 LOAD COMB 40 (1.2DL+1.2LL+1.2EQ:-X) 3 1.2 4 1.2 -1 1.2 LOAD COMB 41 (1.2DL+1.2LL+1.2EQ:-Z) 3 1.2 4 1.2 -2 1.2 LOAD COMB 42 (1.2DL+1.2LL+1.2WL:-Z(0'IS)) 3 1.2 4 1.2 -5 1.2 LOAD COMB 43 (1.2DL+1.2LL+1.2WL:-Z(0'IP)) 3 1.2 4 1.2 -6 1.2 LOAD COMB 44 (1.2DL+1.2LL+1.2WL:-X(90'IS)) 3 1.2 4 1.2 -7 1.2 LOAD COMB 45 (1.2DL+1.2LL+1.2WL:-X(90'IP)) 3 1.2 4 1.2 -8 1.2 ************************************************************************************ *UNFACTORED LOAD ************************************************************************************ *LOAD COMB 9 (1.0DL+1.0LL) *3 1.0 4 1.0 *LOAD COMB 10 (1.0DL+ 1.0EQ:+X) *3 1.0 1 1.0 *LOAD COMB 11 (1.0DL+ 1.0EQ:+Z) *3 1.0 2 1.0 *LOAD COMB 12 (1.0DL+ 1.0WL:+Z(0'IS)) *3 1.0 5 1.0 *LOAD COMB 13 (1.0DL+ 1.0WL:+Z(0'IP)) *3 1.0 6 1.0 *LOAD COMB 14 (1.0DL+ 1.0WL:+X(90'IS)) *3 1.0 7 1.0 *LOAD COMB 15 (1.0DL+ 1.0WL:+X(90'IP)) *3 1.0 8 1.0 *LOAD COMB 16 (1.0DL+1.0LL+1.0EQ:+X) *3 1.0 4 1.0 1 1.0 *LOAD COMB 17 (1.0DL+1.0LL+1.0EQ:+Z) *3 1.0 4 1.0 2 1.0 *LOAD COMB 18 (1.0DL+1.0LL+1.0WL:+Z(0'IS)) *3 1.0 4 1.0 5 1.0 *LOAD COMB 19 (1.0DL+1.0LL+1.0WL:+Z(0'IP)) *3 1.0 4 1.0 6 1.0 *LOAD COMB 20 (1.0DL+1.0LL+1.0WL:+X(90'IS)) *3 1.0 4 1.0 7 1.0 *LOAD COMB 21 (1.0DL+1.0LL+1.0WL:+X(90'IP)) *3 1.2 4 1.0 8 1.0 *LOAD COMB 22 (1.0DL+1.0EQ:-X) *3 1.0 -1 1.0 *LOAD COMB 23 (1.0DL+1.0EQ:-Z ) *3 1.0 -2 1.0 *LOAD COMB 24 (1.0DL+1.0WL:-Z(0'IS)) *3 1.0 -5 1.0 *LOAD COMB 25 (1.0DL+1.0WL:-Z(0'IP))

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

*3 1.0 -6 1.0 *LOAD COMB 26 (1.0DL+1.0WL:-X(90'IS)) *3 1.0 -7 1.0 *LOAD COMB 27 (1.0DL+1.0WL:-X(90'IP)) *3 1.0 -8 1.0 *LOAD COMB 28 (1.0DL+1.0LL+1.0EQ:-X) *3 1.0 4 1.0 -1 1.0 *LOAD COMB 29 (1.0DL+1.0LL+1.0EQ:-Z) *3 1.0 4 1.0 -2 1.0 *LOAD COMB 30 (1.0DL+1.0LL+1.0WL:-Z(0'IS)) *3 1.0 4 1.0 -5 1.0 *LOAD COMB 31 (1.0DL+1.0LL+1.0WL:-Z(0'IP)) *3 1.0 4 1.0 -6 1.0 *LOAD COMB 32 (1.0DL+1.0LL+1.0WL:-X(90'IS)) *3 1.0 4 1.0 -7 1.0 *LOAD COMB 33 (1.0DL+1.0LL+1.0WL:-X(90'IP)) *3 1.0 4 1.0 -8 1.0 *********************************************************************************** PERFORM ANALYSIS PRINT MEMBER SECTION FORCES LIST 1 TO 13 16 TO 22 25 TO 31 34 TO 36 46 TO 58 60 TO 67 70 71 77 TO 80 82 TO 86 88 TO 97 99 TO 104 106 107 109 110 TO 111 114 TO 116 118 TO 120 122 TO 125 128 TO 133 135 TO 138 140 TO 145 147 TO 152 154 TO 157 159 TO 166 169 TO 174 176 TO 196 202 TO 211 213 215 216 TO 222 224 226 TO 228 231 235 239 TO 242 244 TO 246 248 TO 250 254 TO 270 272 273 275 TO 283 *********************************************************************************** *CONCRETE DESIGN *********************************************************************************** START CONCRETE DESIGN CODE INDIAN FC 25000 ALL FYMAIN 415000 ALL TRACK 0 MEMB 1 TO 14 16 TO 23 25 TO 32 34 TO 36 46 TO 54 176 TO 196 202 TO 207 254 TO 257 264 266 275 276 278 279 284 TO 287 ********************************************************************************** * COLUMN DESIGN ********************************************************************************** DESIGN COLUMN 1 TO 14 16 TO 23 25 TO 32 34 TO 36 46 TO 54 176 TO 196 202 TO 207 254 TO 257 264 266 275 276 278 279 284 TO 287 ********************************************************************************** *BEAM DESIGN ********************************************************************************** DESIGN BEAM 55 TO 58 60 TO 67 70 71 77 TO 80 82 TO 86 88 TO 97 99 TO 104 106 107 109 TO 111 114 TO 116 118 TO 120 122 TO 125 128 TO 133 135 TO 138 140 141 TO 145 147 TO 152 154 TO 157 159 TO 166 169 TO 174 208 TO 211 213 215 216 TO 222 224 226 TO 228 231 235 236 239 TO 242 244 TO 246 248 TO 250 258 259 TO 263 265 267 TO 270 272 273 277 280 TO 283 288 TO 291 END CONCRETE DESIGN FINISH

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

3.6 Support Reaction Summary UnFactored Load Node 1

2

L/C

Force-Y kN 424.475

Force-Z kN 1.586

Moment-X kNm 2.465

Moment-Y kNm 0.009

Moment-Z kNm -8.76

9

Force-X kN 13.668

10

-34.501

243.776

2.114

2.944

-0.403

70.472

11

12.985

239.357

-47.996

-100.604

0.68

-7.649

12

13.523

317.67

-18.534

-39.826

0.79

-8.527

13

13.63

318.978

-18.756

-38.831

0.786

-8.7

14

5.117

341.118

2.168

3.076

-0.287

6.061

15

2.793

335.793

1.477

1.762

-0.621

8.984

16

-34.487

308.509

1.823

2.919

-0.369

70.422

17

13

304.09

-48.287

-100.629

0.714

-7.698

18

13.538

382.404

-18.825

-39.851

0.824

-8.576

19

13.644

383.711

-19.046

-38.856

0.82

-8.75

20

5.131

405.851

1.877

3.051

-0.253

6.012

21

5.538

472.474

1.562

2.235

-0.592

7.193

22

-34.501

243.776

2.114

2.944

-0.403

70.472

23

12.985

239.357

-47.996

-100.604

0.68

-7.649

24

13.523

317.67

-18.534

-39.826

0.79

-8.527

25

13.63

318.978

-18.756

-38.831

0.786

-8.7

26

5.117

341.118

2.168

3.076

-0.287

6.061

27

2.793

335.793

1.477

1.762

-0.621

8.984

28

-34.487

308.509

1.823

2.919

-0.369

70.422

29

13

304.09

-48.287

-100.629

0.714

-7.698

30

13.538

382.404

-18.825

-39.851

0.824

-8.576

31

13.644

383.711

-19.046

-38.856

0.82

-8.75

32

5.131

405.851

1.877

3.051

-0.253

6.012

33

2.807

400.526

1.187

1.737

-0.587

8.935

9

-5.168

689.487

7.738

6.277

-0.093

3.788

10

-78.881

582.596

10.322

7.172

0.172

100.108

11

-6.23

450.145

-41.314

-102.586

0.637

5.137

12

-5.413

517.281

-15.768

-50.191

0.913

4.071

13

-5.252

518.415

-17.67

-49.141

0.799

3.863

14

-19.683

572.04

10.421

7.372

-0.037

22.383

15

-21.9

572.282

10.447

7.403

-0.145

25.434

16

-78.809

703.063

7.599

6.017

0.124

100.027

17

-6.157

570.611

-44.037

-103.741

0.59

5.057

18

-5.34

637.747

-18.491

-51.346

0.865

3.991

19

-5.179

638.881

-20.392

-50.296

0.751

3.782

20

-19.611

692.506

7.698

6.217

-0.085

22.303

21

-22.875

806.552

9.817

7.735

-0.202

26.127

22

-78.881

582.596

10.322

7.172

0.172

100.108

23

-6.23

450.145

-41.314

-102.586

0.637

5.137

24

-5.413

517.281

-15.768

-50.191

0.913

4.071

25

-5.252

518.415

-17.67

-49.141

0.799

3.863

26

-19.683

572.04

10.421

7.372

-0.037

22.383

27

-21.9

572.282

10.447

7.403

-0.145

25.434

28

-78.809

703.063

7.599

6.017

0.124

100.027

29

-6.157

570.611

-44.037

-103.741

0.59

5.057

30

-5.34

637.747

-18.491

-51.346

0.865

3.991

31

-5.179

638.881

-20.392

-50.296

0.751

3.782

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GSPL203-73-1514 Rev 0

32

-19.611

692.506

7.698

6.217

-0.085

22.303

33

-21.827

692.748

7.725

6.249

-0.193

25.353

9

-0.128

669.823

8.502

7.391

-0.024

0.392

10

-70.529

550.235

11.314

8.517

-0.073

94.455

11

-1.07

423.709

-43.591

-108.314

0.182

1.63

12

-0.254

492.156

-18.003

-55.614

0.018

0.557

13

-0.103

493.47

-19.861

-54.369

0.023

0.356

14

-13.467

550.196

11.326

8.538

-0.11

18.004

15

-16.097

550.375

11.306

8.502

-0.239

21.525

16

-70.507

669.633

8.481

7.346

-0.061

94.428

17

-1.048

543.108

-46.424

-109.484

0.193

1.603

18

-0.232

611.554

-20.836

-56.785

0.029

0.53

19

-0.081

612.868

-22.694

-55.539

0.034

0.329

20

-13.445

669.595

8.493

7.367

-0.099

17.977

21

-16.105

779.859

10.74

9.044

-0.234

21.582

22

-70.529

550.235

11.314

8.517

-0.073

94.455

23

-1.07

423.709

-43.591

-108.314

0.182

1.63

24

-0.254

492.156

-18.003

-55.614

0.018

0.557

25

-0.103

493.47

-19.861

-54.369

0.023

0.356

26

-13.467

550.196

11.326

8.538

-0.11

18.004

27

-16.097

550.375

11.306

8.502

-0.239

21.525

28

-70.507

669.633

8.481

7.346

-0.061

94.428

29

-1.048

543.108

-46.424

-109.484

0.193

1.603

30

-0.232

611.554

-20.836

-56.785

0.029

0.53

31

-0.081

612.868

-22.694

-55.539

0.034

0.329

32

-13.445

669.595

8.493

7.367

-0.099

17.977

33

-16.075

669.774

8.473

7.332

-0.227

21.498

9

0.306

678.154

8.524

7.128

0.101

0.096

10

-73.094

545.621

11.686

9.108

0.27

96.156

11

-0.627

431.332

-43.18

-107.474

-0.211

1.296

12

0.271

503.776

-15.624

-50.702

-0.772

0.16

13

0.429

505.259

-17.577

-49.715

-0.689

-0.044 17.692

14

-13.244

555.495

11.407

8.588

0.086

15

-16.49

554.634

11.3

8.39

-0.018

21.82

16

-73.104

665.932

8.938

7.89

0.32

96.171

17

-0.636

551.643

-45.928

-108.691

-0.16

1.31

18

0.261

624.086

-18.373

-51.92

-0.722

0.175

19

0.419

625.57

-20.325

-50.933

-0.639

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20

-13.254

675.806

8.659

7.371

0.137

17.706

21

-16.437

786.514

10.806

8.842

0.042

21.851

22

-73.094

545.621

11.686

9.108

0.27

96.156

23

-0.627

431.332

-43.18

-107.474

-0.211

1.296

24

0.271

503.776

-15.624

-50.702

-0.772

0.16

25

0.429

505.259

-17.577

-49.715

-0.689

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26

-13.244

555.495

11.407

8.588

0.086

17.692

27

-16.49

554.634

11.3

8.39

-0.018

21.82

28

-73.104

665.932

8.938

7.89

0.32

96.171

29

-0.636

551.643

-45.928

-108.691

-0.16

1.31

30

0.261

624.086

-18.373

-51.92

-0.722

0.175

31

0.419

625.57

-20.325

-50.933

-0.639

-0.03

32

-13.254

675.806

8.659

7.371

0.137

17.706

33

-16.5

674.945

8.552

7.173

0.032

21.834

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-8.94

448.221

9.42

6.702

0.05

6.266

10

-58.034

496.893

9.702

8.04

-0.636

86.043

11

-9.562

242.216

-45.591

-108.289

-0.022

7.243

12

-8.921

335.567

-11.048

-36.729

-0.845

6.276

13

-8.814

338.998

-12.325

-37.116

-0.717

6.106

14

-18.5

401.846

9.741

7.118

-0.218

21.075

15

-19.842

406.671

10.06

7.838

-0.763

24.123

16

-58.066

561.814

9.484

8.007

-0.605

86.08

17

-9.594

307.137

-45.809

-108.322

0.01

7.279

18

-8.953

400.487

-11.266

-36.762

-0.814

6.313

19

-8.846

403.919

-12.543

-37.148

-0.685

6.143

20

-18.532

466.766

9.523

7.086

-0.186

21.112

21

-21.656

548.251

11.77

9.152

-0.728

25.405

22

-58.034

496.893

9.702

8.04

-0.636

86.043

23

-9.562

242.216

-45.591

-108.289

-0.022

7.243

24

-8.921

335.567

-11.048

-36.729

-0.845

6.276

25

-8.814

338.998

-12.325

-37.116

-0.717

6.106

26

-18.5

401.846

9.741

7.118

-0.218

21.075

27

-19.842

406.671

10.06

7.838

-0.763

24.123

28

-58.066

561.814

9.484

8.007

-0.605

86.08

29

-9.594

307.137

-45.809

-108.322

0.01

7.279

30

-8.953

400.487

-11.266

-36.762

-0.814

6.313

31

-8.846

403.919

-12.543

-37.148

-0.685

6.143

32

-18.532

466.766

9.523

7.086

-0.186

21.112

33

-19.874

471.591

9.842

7.806

-0.731

24.16

9

18.664

689.384

13.778

10.094

0.04

-11.899

10

-20.794

463.886

14.188

10.584

0.129

58.306

11

19.36

567.975

-65.54

-111.906

0.557

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12

19.377

569.354

-19.655

-40.306

0.379

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13

19.453

569.277

-18.77

-38.993

0.316

-12.23

14

13.07

551.346

14.225

10.7

0.33

1.77

15

7.07

542.378

13.187

9.164

-0.158

8.797

16

-21.438

583.454

14.264

10.734

0.116

58.424

17

18.717

687.543

-65.464

-111.757

0.543

-11.974

18

18.733

688.923

-19.579

-40.156

0.365

-11.998

19

18.809

688.846

-18.694

-38.844

0.303

-12.112

20

12.426

670.915

14.3

10.849

0.317

1.888

21

10.287

775.91

16.003

11.302

-0.161

6.511

22

-20.794

463.886

14.188

10.584

0.129

58.306

23

19.36

567.975

-65.54

-111.906

0.557

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24

19.377

569.354

-19.655

-40.306

0.379

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25

19.453

569.277

-18.77

-38.993

0.316

-12.23

26

13.07

551.346

14.225

10.7

0.33

1.77

27

7.07

542.378

13.187

9.164

-0.158

8.797

28

-21.438

583.454

14.264

10.734

0.116

58.424

29

18.717

687.543

-65.464

-111.757

0.543

-11.974

30

18.733

688.923

-19.579

-40.156

0.365

-11.998

31

18.809

688.846

-18.694

-38.844

0.303

-12.112

32

12.426

670.915

14.3

10.849

0.317

1.888

33

6.426

661.947

13.262

9.314

-0.171

8.915

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GSPL203-73-1514 Rev 0

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-10.402

897.24

10.462

7.45

0.018

7.441

10

-76.621

689.482

10.052

6.957

-0.044

95.357

11

-11.227

668.915

-71.895

-122.185

0.276

8.171

12

-11.259

668.994

-35.415

-61.852

0.483

8.187

13

-11.159

669.316

-33.952

-59.708

0.468

8.057

14

-26.251

673.908

10.296

7.257

0.154

27.321

15

-31.094

675.691

10.323

7.286

-0.099

34.08

16

-75.666

917.173

10.151

7.073

-0.034

94.505

17

-10.273

896.606

-71.796

-122.07

0.287

7.319

18

-10.304

896.684

-35.316

-61.736

0.493

7.335

19

-10.204

897.006

-33.852

-59.593

0.478

7.204

20

-25.296

901.599

10.395

7.372

0.164

26.469

21

-32.411

1037.292

12.495

8.868

-0.088

34.886

22

-76.621

689.482

10.052

6.957

-0.044

95.357

23

-11.227

668.915

-71.895

-122.185

0.276

8.171

24

-11.259

668.994

-35.415

-61.852

0.483

8.187

25

-11.159

669.316

-33.952

-59.708

0.468

8.057

26

-26.251

673.908

10.296

7.257

0.154

27.321

27

-31.094

675.691

10.323

7.286

-0.099

34.08

28

-75.666

917.173

10.151

7.073

-0.034

94.505

29

-10.273

896.606

-71.796

-122.07

0.287

7.319

30

-10.304

896.684

-35.316

-61.736

0.493

7.335

31

-10.204

897.006

-33.852

-59.593

0.478

7.204

32

-25.296

901.599

10.395

7.372

0.164

26.469

33

-30.14

903.382

10.422

7.402

-0.089

33.227

9

0.13

834.565

10.82

8.324

0.004

0.343

10

-62.447

607.346

10.655

8.103

0.005

85.608

11

-0.039

609.256

-76.561

-129.402

0.214

0.564

12

-0.069

608.888

-40.071

-68.762

0.046

0.587

13

0.031

609.31

-38.435

-66.357

0.028

0.453

14

-13.015

609.105

10.672

8.127

0.099

17.861

15

-19.116

608.696

10.644

8.086

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25.973

16

-62.188

832.709

10.784

8.27

0.01

85.293

17

0.22

834.619

-76.432

-129.235

0.218

0.249

18

0.19

834.251

-39.943

-68.596

0.05

0.271

19

0.29

834.673

-38.307

-66.191

0.032

0.138

20

-12.756

834.468

10.801

8.293

0.103

17.546

21

-18.883

955.899

12.911

9.884

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25.789

22

-62.447

607.346

10.655

8.103

0.005

85.608

23

-0.039

609.256

-76.561

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0.214

0.564

24

-0.069

608.888

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0.046

0.587

25

0.031

609.31

-38.435

-66.357

0.028

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26

-13.015

609.105

10.672

8.127

0.099

17.861

27

-19.116

608.696

10.644

8.086

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25.973

28

-62.188

832.709

10.784

8.27

0.01

85.293

29

0.22

834.619

-76.432

-129.235

0.218

0.249

30

0.19

834.251

-39.943

-68.596

0.05

0.271

31

0.29

834.673

-38.307

-66.191

0.032

0.138

32

-12.756

834.468

10.801

8.293

0.103

17.546

33

-18.857

834.059

10.773

8.252

-0.104

25.657

9

-0.929

848.047

10.464

7.845

0.041

1.046

10

-62.51

622.848

11.007

8.708

-0.089

85.483

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GSPL203-73-1514 Rev 0

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-0.854

620.743

-76.115

-128.545

-0.003

1.039

12

-0.918

620.113

-36.349

-62.999

-0.464

1.093

13

-0.81

620.478

-34.986

-60.959

-0.43

0.952

14

-12.906

619.562

10.621

8.106

0.065

17.306

15

-20.17

619.309

10.46

7.879

-0.128

26.74

16

-62.464

850.721

11.037

8.73

-0.082

85.372

17

-0.808

848.616

-76.084

-128.523

0.004

0.928

18

-0.872

847.986

-36.318

-62.977

-0.456

0.982

19

-0.765

848.351

-34.956

-60.937

-0.423

0.841

20

-12.861

847.435

10.652

8.128

0.072

17.195

21

-20.319

971.217

12.577

9.465

-0.114

26.861

22

-62.51

622.848

11.007

8.708

-0.089

85.483

23

-0.854

620.743

-76.115

-128.545

-0.003

1.039

24

-0.918

620.113

-36.349

-62.999

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1.093

25

-0.81

620.478

-34.986

-60.959

-0.43

0.952

26

-12.906

619.562

10.621

8.106

0.065

17.306

27

-20.17

619.309

10.46

7.879

-0.128

26.74

28

-62.464

850.721

11.037

8.73

-0.082

85.372

29

-0.808

848.616

-76.084

-128.523

0.004

0.928

30

-0.872

847.986

-36.318

-62.977

-0.456

0.982

31

-0.765

848.351

-34.956

-60.937

-0.423

0.841

32

-12.861

847.435

10.652

8.128

0.072

17.195

33

-20.124

847.182

10.49

7.901

-0.12

26.629

9

-3.366

766.497

5.646

4.275

0.062

2.711

10

-75.639

397.38

6.417

5.979

0.3

94.196

11

-3.296

594.189

-81.566

-131.153

-0.581

2.634

12

-3.026

609.2

-28.181

-47.239

-0.447

2.473

13

-2.882

610.822

-28.756

-47.626

-0.552

2.304

14

-16.833

573.417

5.861

4.686

0.219

19.535

15

-24.752

550.386

6.361

5.511

0.017

30.018

16

-76.1

548.849

6.525

6.094

0.311

94.491

17

-3.758

745.657

-81.458

-131.037

-0.57

2.929

18

-3.487

760.669

-28.073

-47.124

-0.436

2.767

19

-3.344

762.29

-28.648

-47.511

-0.541

2.598

20

-17.295

724.886

5.969

4.801

0.23

19.829

21

-25.795

824.86

7.577

6.458

0.038

30.796

22

-75.639

397.38

6.417

5.979

0.3

94.196

23

-3.296

594.189

-81.566

-131.153

-0.581

2.634

24

-3.026

609.2

-28.181

-47.239

-0.447

2.473

25

-2.882

610.822

-28.756

-47.626

-0.552

2.304

26

-16.833

573.417

5.861

4.686

0.219

19.535

27

-24.752

550.386

6.361

5.511

0.017

30.018

28

-76.1

548.849

6.525

6.094

0.311

94.491

29

-3.758

745.657

-81.458

-131.037

-0.57

2.929

30

-3.487

760.669

-28.073

-47.124

-0.436

2.767

31

-3.344

762.29

-28.648

-47.511

-0.541

2.598

32

-17.295

724.886

5.969

4.801

0.23

19.829

33

-25.214

701.854

6.469

5.626

0.027

30.312

9

2.647

420.592

-14.884

-8.191

0.139

-1.985

10

-42.002

233.906

-15.197

-8.09

0.715

73.312

11

3.183

478.21

-65.077

-111.523

0.691

-2.885

12

2.735

398.239

-36.759

-50.933

0.834

-2.083

13

2.582

397.036

-35.432

-49.729

0.816

-1.836

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-3.448

337.865

-14.942

-7.842

0.433

9.321

15

-9.984

326.499

-15.63

-9.147

0.377

18.866

16

-41.906

299.028

-14.852

-7.829

0.732

73.149

17

3.279

543.332

-64.732

-111.263

0.708

-3.048

18

2.831

463.361

-36.414

-50.673

0.851

-2.246

19

2.678

462.158

-35.087

-49.469

0.833

-1.999

20

-3.351

402.987

-14.596

-7.582

0.451

9.157

21

-9.377

462.715

-18.33

-10.577

0.418

18.338

22

-42.002

233.906

-15.197

-8.09

0.715

73.312

23

3.183

478.21

-65.077

-111.523

0.691

-2.885

24

2.735

398.239

-36.759

-50.933

0.834

-2.083

25

2.582

397.036

-35.432

-49.729

0.816

-1.836

26

-3.448

337.865

-14.942

-7.842

0.433

9.321

27

-9.984

326.499

-15.63

-9.147

0.377

18.866

28

-41.906

299.028

-14.852

-7.829

0.732

73.149

29

3.279

543.332

-64.732

-111.263

0.708

-3.048

30

2.831

463.361

-36.414

-50.673

0.851

-2.246

31

2.678

462.158

-35.087

-49.469

0.833

-1.999

32

-3.351

402.987

-14.596

-7.582

0.451

9.157

33

-9.887

391.621

-15.284

-8.887

0.394

18.702 -0.088

9

-0.118

592.241

-18.148

-11.296

0.073

10

-69.73

486.737

-20.543

-12.555

0.04

91.8

11

0.668

591.355

-72.429

-122.406

0.689

-1.148

12

-0.081

524.22

-50.913

-71.119

0.807

-0.141

13

-0.31

522.747

-47.244

-68.61

0.801

0.158

14

-11.326

474.949

-20.624

-12.452

0.097

14.415

15

-19.664

476.167

-20.583

-12.416

0.058

25.358

16

-69.542

606.983

-18.029

-11.416

0.074

91.581

17

0.856

711.6

-69.915

-121.266

0.723

-1.368

18

0.107

644.466

-48.398

-69.979

0.841

-0.361

19

-0.122

642.992

-44.73

-67.47

0.835

-0.062

20

-11.138

595.194

-18.11

-11.312

0.131

14.195

21

-19.537

690.812

-22.201

-13.763

0.099

25.165

22

-69.73

486.737

-20.543

-12.555

0.04

91.8

23

0.668

591.355

-72.429

-122.406

0.689

-1.148

24

-0.081

524.22

-50.913

-71.119

0.807

-0.141

25

-0.31

522.747

-47.244

-68.61

0.801

0.158

26

-11.326

474.949

-20.624

-12.452

0.097

14.415

27

-19.664

476.167

-20.583

-12.416

0.058

25.358

28

-69.542

606.983

-18.029

-11.416

0.074

91.581

29

0.856

711.6

-69.915

-121.266

0.723

-1.368

30

0.107

644.466

-48.398

-69.979

0.841

-0.361

31

-0.122

642.992

-44.73

-67.47

0.835

-0.062

32

-11.138

595.194

-18.11

-11.312

0.131

14.195

33

-19.476

596.413

-18.068

-11.276

0.091

25.139

9

0.153

587.448

-19.843

-11.682

0.017

-0.206

10

-65.975

466.528

-22.548

-12.986

0.198

89.075

11

0.901

594.478

-77.488

-129.809

0.228

-1.224

12

0.153

526.399

-55.983

-78.218

0.074

-0.212

13

-0.069

524.661

-52.125

-75.446

0.055

0.083

14

-9.914

467.608

-22.545

-12.97

0.174

13.298

15

-18.469

467.513

-22.563

-13.006

0.13

24.583

16

-65.864

586.129

-19.857

-11.722

0.195

88.922

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 33 of 92

MAYTAS NAFTOGASBUD JV

16

18

GSPL203-73-1514 Rev 0

17

1.013

714.079

-74.797

-128.546

0.226

-1.377

18

0.265

646

-53.292

-76.954

0.072

-0.365

19

0.043

644.262

-49.434

-74.182

0.053

-0.07

20

-9.802

587.209

-19.854

-11.706

0.172

13.145

21

-18.349

680.684

-24.379

-14.332

0.132

24.419

22

-65.975

466.528

-22.548

-12.986

0.198

89.075

23

0.901

594.478

-77.488

-129.809

0.228

-1.224

24

0.153

526.399

-55.983

-78.218

0.074

-0.212

25

-0.069

524.661

-52.125

-75.446

0.055

0.083

26

-9.914

467.608

-22.545

-12.97

0.174

13.298

27

-18.469

467.513

-22.563

-13.006

0.13

24.583

28

-65.864

586.129

-19.857

-11.722

0.195

88.922

29

1.013

714.079

-74.797

-128.546

0.226

-1.377

30

0.265

646

-53.292

-76.954

0.072

-0.365

31

0.043

644.262

-49.434

-74.182

0.053

-0.07

32

-9.802

587.209

-19.854

-11.706

0.172

13.145

33

-18.357

587.114

-19.872

-11.742

0.128

24.43

9

0.221

593.521

-20.088

-12.064

0.022

-0.186

10

-63.855

473.881

-22.269

-12.402

0.103

87.295

11

0.875

599.547

-77.088

-128.981

-0.081

-1.119

12

0.082

527.199

-53.501

-73.242

-0.638

-0.074

13

-0.144

525.339

-49.881

-70.808

-0.611

0.224

14

-9.278

472.079

-22.485

-12.906

0.187

12.692

15

-18.156

471.723

-22.604

-13.105

0.052

24.41

16

-63.704

594.631

-19.762

-11.319

0.067

87.132

17

1.026

720.297

-74.581

-127.898

-0.117

-1.282

18

0.233

647.949

-50.994

-72.16

-0.675

-0.238

19

0.008

646.089

-47.374

-69.725

-0.648

0.061

20

-9.126

592.829

-19.978

-11.823

0.151

12.529

21

-17.991

687.027

-24.616

-14.651

0.028

24.242

22

-63.855

473.881

-22.269

-12.402

0.103

87.295

23

0.875

599.547

-77.088

-128.981

-0.081

-1.119

24

0.082

527.199

-53.501

-73.242

-0.638

-0.074

25

-0.144

525.339

-49.881

-70.808

-0.611

0.224

26

-9.278

472.079

-22.485

-12.906

0.187

12.692

27

-18.156

471.723

-22.604

-13.105

0.052

24.41

28

-63.704

594.631

-19.762

-11.319

0.067

87.132

29

1.026

720.297

-74.581

-127.898

-0.117

-1.282

30

0.233

647.949

-50.994

-72.16

-0.675

-0.238

31

0.008

646.089

-47.374

-69.725

-0.648

0.061

32

-9.126

592.829

-19.978

-11.823

0.151

12.529

33

-18.005

592.473

-20.097

-12.022

0.016

24.246

9

-1.973

523.314

-13.906

-8.154

0.051

1.343

10

-78.189

247.438

-13.045

-6.347

0.919

96.334

11

-0.896

580.162

-69.582

-123.3

-0.741

0.155

12

-1.747

475.635

-36.224

-51.995

-0.754

1.224

13

-2.026

470.491

-35.745

-52.216

-0.897

1.561

14

-12.59

394.662

-13.839

-7.782

0.536

14.698

15

-23.203

371.045

-13.499

-7.063

0.311

27.831

16

-78.463

346.102

-12.738

-6.165

0.89

96.466

17

-1.17

678.825

-69.275

-123.118

-0.771

0.287

18

-2.021

574.299

-35.917

-51.813

-0.784

1.356

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 34 of 92

MAYTAS NAFTOGASBUD JV

135

136

GSPL203-73-1514 Rev 0

19

-2.3

569.155

-35.438

-52.034

-0.927

1.693

20

-12.863

493.325

-13.533

-7.6

0.507

14.831

21

-23.817

554.639

-16.035

-8.548

0.298

28.205

22

-78.189

247.438

-13.045

-6.347

0.919

96.334

23

-0.896

580.162

-69.582

-123.3

-0.741

0.155

24

-1.747

475.635

-36.224

-51.995

-0.754

1.224

25

-2.026

470.491

-35.745

-52.216

-0.897

1.561

26

-12.59

394.662

-13.839

-7.782

0.536

14.698

27

-23.203

371.045

-13.499

-7.063

0.311

27.831

28

-78.463

346.102

-12.738

-6.165

0.89

96.466

29

-1.17

678.825

-69.275

-123.118

-0.771

0.287

30

-2.021

574.299

-35.917

-51.813

-0.784

1.356

31

-2.3

569.155

-35.438

-52.034

-0.927

1.693

32

-12.863

493.325

-13.533

-7.6

0.507

14.831

33

-23.477

469.709

-13.192

-6.881

0.282

27.963

9

-3.464

361.709

13.082

8.617

0.089

2.8

10

-58.163

632.591

11.241

5.077

1.033

82.438

11

-3.653

194.625

-36.676

-93.786

-0.996

2.862

12

-3.304

283.948

-4.577

-27.777

-0.558

2.651

13

-3.177

288.325

-4.887

-26.675

-0.798

2.492

14

-13.82

383.263

12.031

6.607

0.599

17.425

15

-20.027

415.928

12.838

8.106

0.517

26.881

16

-58.478

666.758

11.179

5.069

1.036

82.662

17

-3.968

228.792

-36.739

-93.794

-0.994

3.085

18

-3.619

318.114

-4.639

-27.785

-0.556

2.874

19

-3.493

322.492

-4.949

-26.683

-0.795

2.716

20

-14.135

417.43

11.969

6.599

0.601

17.648

21

-20.972

515.603

15.405

9.823

0.537

27.62

22

-58.163

632.591

11.241

5.077

1.033

82.438

23

-3.653

194.625

-36.676

-93.786

-0.996

2.862

24

-3.304

283.948

-4.577

-27.777

-0.558

2.651

25

-3.177

288.325

-4.887

-26.675

-0.798

2.492

26

-13.82

383.263

12.031

6.607

0.599

17.425

27

-20.027

415.928

12.838

8.106

0.517

26.881

28

-58.478

666.758

11.179

5.069

1.036

82.662

29

-3.968

228.792

-36.739

-93.794

-0.994

3.085

30

-3.619

318.114

-4.639

-27.785

-0.556

2.874

31

-3.493

322.492

-4.949

-26.683

-0.795

2.716

32

-14.135

417.43

11.969

6.599

0.601

17.648

33

-20.343

450.094

12.776

8.098

0.519

27.105

9

-1.301

306.377

-13.154

-8.069

0.1

0.902

10

-62.716

557.23

-15.094

-11.668

0.812

85.703

11

-0.519

412.162

-61.99

-109.875

-0.951

-0.083

12

-1.149

319.736

-31.9

-44.963

-0.408

0.83

13

-1.378

315.454

-30.261

-42.884

-0.672

1.135

14

-10.192

319.917

-14.332

-10.154

0.475

13.005

15

-18.126

353.286

-13.525

-8.654

0.366

24.411

16

-62.896

589.609

-15.026

-11.601

0.824

85.779

17

-0.699

444.54

-61.922

-109.809

-0.939

-0.008

18

-1.329

352.115

-31.832

-44.897

-0.396

0.906

19

-1.558

347.832

-30.193

-42.818

-0.66

1.21

20

-10.372

352.295

-14.264

-10.087

0.487

13.081

21

-18.531

440.464

-16.102

-10.215

0.396

24.652

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 35 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

22

-62.716

557.23

-15.094

-11.668

0.812

85.703

23

-0.519

412.162

-61.99

-109.875

-0.951

-0.083

24

-1.149

319.736

-31.9

-44.963

-0.408

0.83

25

-1.378

315.454

-30.261

-42.884

-0.672

1.135

26

-10.192

319.917

-14.332

-10.154

0.475

13.005

27

-18.126

353.286

-13.525

-8.654

0.366

24.411

28

-62.896

589.609

-15.026

-11.601

0.824

85.779

29

-0.699

444.54

-61.922

-109.809

-0.939

-0.008

30

-1.329

352.115

-31.832

-44.897

-0.396

0.906

31

-1.558

347.832

-30.193

-42.818

-0.66

1.21

32

-10.372

352.295

-14.264

-10.087

0.487

13.081

33

-18.306

385.664

-13.457

-8.588

0.378

24.486

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 36 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

3.7 Column design Summary C O L U M N N O. M25

1 DESIGN RESULTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT:

1 SHORT COLUMN

REQD. STEEL AREA : 2031.63 Sq.mm. REQD. CONCRETE AREA: 172968.38 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2578.24 Muz1 : 113.37 Muy1 : 171.76 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 1 Puz : 2647.33 Muz : 122.39 Muy : 185.93 IR: 0.92 ============================================================================ ============================================================================ C O L U M N N O. M25

2 DESIGN RESULTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 19 SHORT COLUMN STAAD SPACE

-- PAGE NO. 15

REQD. STEEL AREA : 2148.30 Sq.mm. REQD. CONCRETE AREA: 172851.70 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2613.24 Muz1 : 118.53 Muy1 : 179.78 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 19 Puz : 2647.33 Muz : 122.93 Muy : 186.74 IR: 0.96 ============================================================================ ============================================================================ C O L U M N N O. M25

3 DESIGN RESULTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 55 SHORT COLUMN REQD. STEEL AREA : 1216.74 Sq.mm. REQD. CONCRETE AREA: 152092.56 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 12 dia. (0.78%, 1357.17 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2333.77 Muz1 : 78.89 Muy1 : 118.23 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 37 of 92

MAYTAS NAFTOGASBUD JV WORST LOAD CASE: 12 END JOINT: 55 Puz : 2375.90 Muz : STAAD SPACE

GSPL203-73-1514 Rev 0

85.63 Muy : 129.28 IR: 0.92 -- PAGE NO. 16

============================================================================ ============================================================================ C O L U M N N O. M25

4 DESIGN RESULTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 31 END JOINT:

7 SHORT COLUMN

REQD. STEEL AREA : 1720.07 Sq.mm. REQD. CONCRETE AREA: 173279.94 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 12 dia. (1.03%, 1809.56 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2484.77 Muz1 : 127.08 Muy1 : 190.99 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 13 END JOINT: 7 Puz : 2511.62 Muz : 130.04 Muy : 195.65 IR: 0.97 ============================================================================ ============================================================================ C O L U M N N O. M25

5 DESIGN RESULTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 31 END JOINT: 25 SHORT COLUMN STAAD SPACE

-- PAGE NO. 17

REQD. STEEL AREA : 2258.36 Sq.mm. REQD. CONCRETE AREA: 172741.64 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2646.26 Muz1 : 138.87 Muy1 : 210.48 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 13 END JOINT: 25 Puz : 2647.33 Muz : 139.00 Muy : 210.68 IR: 1.00 ============================================================================ ============================================================================ C O L U M N N O. M25

6 DESIGN RESULTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 61 SHORT COLUMN REQD. STEEL AREA : 2067.17 Sq.mm. REQD. CONCRETE AREA: 172932.83 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2588.90 Muz1 : 122.97 Muy1 : 186.09

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 38 of 92

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GSPL203-73-1514 Rev 0

INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 61 Puz : 2647.33 Muz : 130.09 Muy : 197.38 IR: 0.94 STAAD SPACE -- PAGE NO. 18 ============================================================================ ============================================================================ C O L U M N N O. M25

7 DESIGN RESULTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 13 SHORT COLUMN REQD. STEEL AREA : 2122.26 Sq.mm. REQD. CONCRETE AREA: 172877.73 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2605.43 Muz1 : 115.78 Muy1 : 175.69 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 13 Puz : 2647.33 Muz : 121.29 Muy : 184.30 IR: 0.95 ============================================================================ ============================================================================ C O L U M N N O. M25

8 DESIGN RESULTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 31 SHORT COLUMN STAAD SPACE

-- PAGE NO. 19

REQD. STEEL AREA : 2754.75 Sq.mm. REQD. CONCRETE AREA: 172245.25 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2795.18 Muz1 : 140.09 Muy1 : 214.39 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 31 Puz : 2933.85 Muz : 157.14 Muy : 241.71 IR: 0.89 ============================================================================ ============================================================================ C O L U M N N O. M25

9 DESIGN RESULTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 67 SHORT COLUMN REQD. STEEL AREA : 1550.31 Sq.mm. REQD. CONCRETE AREA: 173449.69 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.92%, 1608.50 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 39 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2433.84 Muz1 : 91.29 Muy1 : 137.71 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 67 Puz : 2451.30 Muz : 95.11 Muy : 144.86 IR: 0.96 STAAD SPACE -- PAGE NO. 20 ============================================================================ ============================================================================ C O L U M N N O. M25

10 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT:

2 SHORT COLUMN

REQD. STEEL AREA : 2559.74 Sq.mm. REQD. CONCRETE AREA: 172440.27 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 12 dia. (1.55%, 2714.34 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2736.67 Muz1 : 155.60 Muy1 : 236.82 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 2 Puz : 2783.05 Muz : 160.95 Muy : 245.30 IR: 0.96 ============================================================================ ============================================================================ C O L U M N N O. M25

11 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 20 SHORT COLUMN STAAD SPACE

-- PAGE NO. 21

REQD. STEEL AREA : 3980.17 Sq.mm. REQD. CONCRETE AREA: 171019.83 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 16 dia. (2.30%, 4021.24 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3162.80 Muz1 : 201.88 Muy1 : 312.83 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 20 Puz : 3175.12 Muz : 203.11 Muy : 314.87 IR: 0.99 ============================================================================ ============================================================================ C O L U M N N O. M25

12 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 56 SHORT COLUMN REQD. STEEL AREA : 3065.95 Sq.mm. REQD. CONCRETE AREA: 171934.05 Sq.mm.

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 40 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2888.53 Muz1 : 172.80 Muy1 : 265.11 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 56 Puz : 2933.85 Muz : 177.58 Muy : 273.26 IR: 0.97 STAAD SPACE -- PAGE NO. 22 ============================================================================ ============================================================================ C O L U M N N O. M25

13 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT:

8 SHORT COLUMN

REQD. STEEL AREA : 2374.54 Sq.mm. REQD. CONCRETE AREA: 172625.47 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 16 dia. (1.38%, 2412.74 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2681.11 Muz1 : 150.10 Muy1 : 229.23 INTERACTION RATIO: 0.98 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 8 Puz : 2692.57 Muz : 151.07 Muy : 232.04 IR: 0.98 ============================================================================ ============================================================================ C O L U M N N O. M25

14 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4050.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 26 SHORT COLUMN STAAD SPACE

-- PAGE NO. 23

REQD. STEEL AREA : 4153.24 Sq.mm. REQD. CONCRETE AREA: 170846.75 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 16 dia. (2.76%, 4825.49 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3214.72 Muz1 : 207.35 Muy1 : 322.39 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 26 Puz : 3416.40 Muz : 227.97 Muy : 355.35 IR: 0.91 ============================================================================ ============================================================================ C O L U M N N O. M25

16 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 14 SHORT COLUMN

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 41 of 92

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GSPL203-73-1514 Rev 0

REQD. STEEL AREA : 2372.82 Sq.mm. REQD. CONCRETE AREA: 172627.17 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 16 dia. (1.38%, 2412.74 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2680.60 Muz1 : 146.11 Muy1 : 221.92 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 14 Puz : 2692.57 Muz : 148.10 Muy : 225.53 IR: 0.98 STAAD SPACE -- PAGE NO. 24 ============================================================================ ============================================================================ C O L U M N N O. M25

17 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 32 SHORT COLUMN REQD. STEEL AREA : 4291.15 Sq.mm. REQD. CONCRETE AREA: 170708.84 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 16 dia. (2.76%, 4825.49 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3256.10 Muz1 : 210.45 Muy1 : 327.22 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 32 Puz : 3416.40 Muz : 226.91 Muy : 354.34 IR: 0.93 ============================================================================ ============================================================================ C O L U M N N O. M25

18 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 68 SHORT COLUMN STAAD SPACE

-- PAGE NO. 25

REQD. STEEL AREA : 3458.16 Sq.mm. REQD. CONCRETE AREA: 171541.84 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 20 dia. (2.15%, 3769.91 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3006.20 Muz1 : 183.68 Muy1 : 282.78 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 68 Puz : 3099.72 Muz : 193.26 Muy : 300.60 IR: 0.94 ============================================================================ ============================================================================ C O L U M N N O. M25

19 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 42 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT:

3 SHORT COLUMN

REQD. STEEL AREA : 2380.02 Sq.mm. REQD. CONCRETE AREA: 172619.98 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 16 dia. (1.38%, 2412.74 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2682.76 Muz1 : 148.36 Muy1 : 225.33 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 3 Puz : 2692.57 Muz : 150.35 Muy : 228.88 IR: 0.99 STAAD SPACE -- PAGE NO. 26 ============================================================================ ============================================================================ C O L U M N N O. M25

20 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 21 SHORT COLUMN REQD. STEEL AREA : 3701.30 Sq.mm. REQD. CONCRETE AREA: 171298.70 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 20 dia. (2.15%, 3769.91 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3079.14 Muz1 : 193.30 Muy1 : 298.65 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 21 Puz : 3099.72 Muz : 194.52 Muy : 302.08 IR: 0.99 ============================================================================ ============================================================================ C O L U M N N O. M25

21 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 57 SHORT COLUMN STAAD SPACE

-- PAGE NO. 27

REQD. STEEL AREA : 2705.08 Sq.mm. REQD. CONCRETE AREA: 172294.92 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 12 dia. (1.55%, 2714.34 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2780.27 Muz1 : 151.58 Muy1 : 231.15 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 57 Puz : 2783.05 Muz : 161.71 Muy : 246.75 IR: 0.99 ============================================================================

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 43 of 92

MAYTAS NAFTOGASBUD JV C O L U M N N O. M25

GSPL203-73-1514 Rev 0

22 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 31 END JOINT:

9 SHORT COLUMN

REQD. STEEL AREA : 2124.60 Sq.mm. REQD. CONCRETE AREA: 172875.41 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2606.13 Muz1 : 142.09 Muy1 : 214.80 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 13 END JOINT: 9 Puz : 2647.33 Muz : 146.55 Muy : 222.03 IR: 0.97 STAAD SPACE -- PAGE NO. 28 ============================================================================ ============================================================================ C O L U M N N O. M25

23 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4050.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 27 SHORT COLUMN REQD. STEEL AREA : 3676.27 Sq.mm. REQD. CONCRETE AREA: 171323.73 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 20 dia. (2.15%, 3769.91 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3071.63 Muz1 : 187.06 Muy1 : 288.86 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 27 Puz : 3099.72 Muz : 190.94 Muy : 295.84 IR: 0.98 ============================================================================ ============================================================================ C O L U M N N O. M25

25 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 15 SHORT COLUMN STAAD SPACE

-- PAGE NO. 29

REQD. STEEL AREA : 2285.23 Sq.mm. REQD. CONCRETE AREA: 172714.78 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 16 dia. (1.38%, 2412.74 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2654.32 Muz1 : 141.78 Muy1 : 214.99 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 15 Puz : 2692.57 Muz : 146.67 Muy : 223.38 IR: 0.96

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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============================================================================ ============================================================================ C O L U M N N O. M25

26 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 33 SHORT COLUMN REQD. STEEL AREA : 4320.56 Sq.mm. REQD. CONCRETE AREA: 170679.44 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 16 dia. (2.76%, 4825.49 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3264.92 Muz1 : 210.85 Muy1 : 328.13 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 33 Puz : 3416.40 Muz : 226.57 Muy : 353.93 IR: 0.93 STAAD SPACE -- PAGE NO. 30 ============================================================================ ============================================================================ C O L U M N N O. M25

27 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 69 SHORT COLUMN REQD. STEEL AREA : 3090.75 Sq.mm. REQD. CONCRETE AREA: 171909.25 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2895.98 Muz1 : 171.20 Muy1 : 262.36 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 69 Puz : 2933.85 Muz : 175.21 Muy : 269.05 IR: 0.97 ============================================================================ ============================================================================ C O L U M N N O. M25

28 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: STAAD SPACE

4 SHORT COLUMN

-- PAGE NO. 31

REQD. STEEL AREA : 2498.89 Sq.mm. REQD. CONCRETE AREA: 172501.11 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 20 dia. (1.44%, 2513.27 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2718.42 Muz1 : 151.80 Muy1 : 230.98 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000)

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 45 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 4 Puz : 2722.73 Muz : 153.87 Muy : 235.55 IR: 0.98 ============================================================================ ============================================================================ C O L U M N N O. M25

29 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 22 SHORT COLUMN REQD. STEEL AREA : 3859.63 Sq.mm. REQD. CONCRETE AREA: 171140.36 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 25 dia. (2.24%, 3926.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3126.64 Muz1 : 198.04 Muy1 : 306.47 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 22 Puz : 3146.85 Muz : 201.82 Muy : 314.63 IR: 0.98 STAAD SPACE -- PAGE NO. 32 ============================================================================ ============================================================================ C O L U M N N O. M25

30 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 58 SHORT COLUMN REQD. STEEL AREA : 2856.74 Sq.mm. REQD. CONCRETE AREA: 172143.27 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2825.77 Muz1 : 156.50 Muy1 : 239.11 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 58 Puz : 2933.85 Muz : 168.31 Muy : 258.86 IR: 0.93 ============================================================================ ============================================================================ C O L U M N N O. M25

31 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 31 END JOINT: 10 SHORT COLUMN STAAD SPACE

-- PAGE NO. 33

REQD. STEEL AREA : 2085.63 Sq.mm. REQD. CONCRETE AREA: 172914.36 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 46 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Puz : 2594.44 Muz1 : 141.21 Muy1 : 213.33 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 13 END JOINT: 10 Puz : 2647.33 Muz : 146.91 Muy : 222.60 IR: 0.96 ============================================================================ ============================================================================ C O L U M N N O. M25

32 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4050.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 28 SHORT COLUMN REQD. STEEL AREA : 3687.15 Sq.mm. REQD. CONCRETE AREA: 171312.84 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 20 dia. (2.15%, 3769.91 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3074.89 Muz1 : 187.70 Muy1 : 289.83 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 28 Puz : 3099.72 Muz : 191.21 Muy : 296.34 IR: 0.98 STAAD SPACE -- PAGE NO. 34 ============================================================================ ============================================================================ C O L U M N N O. M25

34 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 16 SHORT COLUMN REQD. STEEL AREA : 2176.02 Sq.mm. REQD. CONCRETE AREA: 172823.98 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2621.56 Muz1 : 138.48 Muy1 : 209.64 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 16 Puz : 2647.33 Muz : 141.41 Muy : 214.40 IR: 0.98 ============================================================================ ============================================================================ C O L U M N N O. M25

35 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 34 SHORT COLUMN STAAD SPACE

-- PAGE NO. 35

REQD. STEEL AREA : 4304.69 Sq.mm. REQD. CONCRETE AREA: 170695.31 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 16 dia. (2.76%, 4825.49 Sq.mm.) (Equally distributed)

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3260.16 Muz1 : 210.43 Muy1 : 327.41 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 34 Puz : 3416.40 Muz : 226.61 Muy : 353.98 IR: 0.93 ============================================================================ ============================================================================ C O L U M N N O. M25

36 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 70 SHORT COLUMN REQD. STEEL AREA : 2913.12 Sq.mm. REQD. CONCRETE AREA: 172086.88 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2842.69 Muz1 : 165.71 Muy1 : 253.38 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 70 Puz : 2933.85 Muz : 175.41 Muy : 269.34 IR: 0.94 STAAD SPACE -- PAGE NO. 36 ============================================================================ ============================================================================ C O L U M N N O. M25

46 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 31 END JOINT:

6 SHORT COLUMN

REQD. STEEL AREA : 2162.20 Sq.mm. REQD. CONCRETE AREA: 172837.80 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2617.41 Muz1 : 116.96 Muy1 : 177.58 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 13 END JOINT: 6 Puz : 2647.33 Muz : 120.89 Muy : 183.73 IR: 0.97 ============================================================================ ============================================================================ C O L U M N N O. M25

47 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 23 SHORT COLUMN STAAD SPACE

-- PAGE NO. 37

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

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REQD. STEEL AREA : 2782.42 Sq.mm. REQD. CONCRETE AREA: 172217.58 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2803.48 Muz1 : 163.59 Muy1 : 249.87 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 23 Puz : 2933.85 Muz : 177.29 Muy : 272.57 IR: 0.92 ============================================================================ ============================================================================ C O L U M N N O. M25

48 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 59 SHORT COLUMN REQD. STEEL AREA : 2150.22 Sq.mm. REQD. CONCRETE AREA: 172849.78 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2613.82 Muz1 : 139.63 Muy1 : 211.38 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 59 Puz : 2647.33 Muz : 143.34 Muy : 217.43 IR: 0.97 STAAD SPACE -- PAGE NO. 38 ============================================================================ ============================================================================ C O L U M N N O. M25

49 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 12 SHORT COLUMN REQD. STEEL AREA : 2704.28 Sq.mm. REQD. CONCRETE AREA: 172295.72 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 12 dia. (1.55%, 2714.34 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2780.03 Muz1 : 144.54 Muy1 : 220.56 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 12 Puz : 2783.05 Muz : 145.16 Muy : 221.31 IR: 0.99 ============================================================================ ============================================================================ C O L U M N N O. M25

50 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1575.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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** GUIDING LOAD CASE: 30 END JOINT: 29 SHORT COLUMN STAAD SPACE

-- PAGE NO. 39

REQD. STEEL AREA : 4626.43 Sq.mm. REQD. CONCRETE AREA: 170373.56 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 16 dia. (2.76%, 4825.49 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3356.68 Muz1 : 211.07 Muy1 : 328.39 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 29 Puz : 3416.40 Muz : 217.69 Muy : 338.93 IR: 0.97 ============================================================================ ============================================================================ C O L U M N N O. M25

51 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 65 SHORT COLUMN REQD. STEEL AREA : 4419.12 Sq.mm. REQD. CONCRETE AREA: 170580.88 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 16 dia. (2.76%, 4825.49 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3294.49 Muz1 : 200.54 Muy1 : 311.31 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 65 Puz : 3416.40 Muz : 214.34 Muy : 333.62 IR: 0.93 STAAD SPACE -- PAGE NO. 40 ============================================================================ ============================================================================ C O L U M N N O. M25

52 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 18 SHORT COLUMN REQD. STEEL AREA : 2989.02 Sq.mm. REQD. CONCRETE AREA: 172010.98 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2865.46 Muz1 : 146.86 Muy1 : 225.44 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 18 Puz : 2933.85 Muz : 155.29 Muy : 238.97 IR: 0.94 ============================================================================ ============================================================================ C O L U M N N O.

53 D E S I G N R E S U L T S

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 50 of 92

MAYTAS NAFTOGASBUD JV M25

Fe415 (Main)

GSPL203-73-1514 Rev 0

Fe415 (Sec.)

LENGTH: 2850.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 35 SHORT COLUMN STAAD SPACE

-- PAGE NO. 41

REQD. STEEL AREA : 4436.44 Sq.mm. REQD. CONCRETE AREA: 170563.56 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 16 dia. (2.76%, 4825.49 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3299.68 Muz1 : 201.19 Muy1 : 312.36 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 35 Puz : 3416.40 Muz : 223.58 Muy : 347.91 IR: 0.94 ============================================================================ ============================================================================ C O L U M N N O. M25

54 D E S I G N R E S U L T S

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 71 SHORT COLUMN REQD. STEEL AREA : 3750.13 Sq.mm. REQD. CONCRETE AREA: 171249.88 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 20 dia. (2.15%, 3769.91 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 3093.79 Muz1 : 184.80 Muy1 : 285.14 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 71 Puz : 3099.72 Muz : 185.83 Muy : 287.90 IR: 0.99 STAAD SPACE -- PAGE NO. 42 ============================================================================ ============================================================================ C O L U M N N O. 176 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 55 SHORT COLUMN REQD. STEEL AREA : 1065.96 Sq.mm. REQD. CONCRETE AREA: 133245.09 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 12 dia. (0.78%, 1357.17 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2288.54 Muz1 : 65.27 Muy1 : 97.40 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 55 Puz : 2375.90 Muz : 78.40 Muy : 118.30 IR: 0.83 ============================================================================

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 51 of 92

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C O L U M N N O. 177 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 9 END JOINT: 102 SHORT COLUMN STAAD SPACE

-- PAGE NO. 43

REQD. STEEL AREA : 1062.53 Sq.mm. REQD. CONCRETE AREA: 132816.70 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 12 dia. (0.78%, 1357.17 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2287.51 Muz1 : 72.13 Muy1 : 107.68 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 9 END JOINT: 102 Puz : 2375.90 Muz : 85.44 Muy : 128.99 IR: 0.84 ============================================================================ ============================================================================ C O L U M N N O. 178 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 31 END JOINT: 61 SHORT COLUMN REQD. STEEL AREA : 1335.35 Sq.mm. REQD. CONCRETE AREA: 166919.19 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 12 dia. (0.78%, 1357.17 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2369.36 Muz1 : 87.01 Muy1 : 130.51 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 13 END JOINT: 61 Puz : 2375.90 Muz : 88.74 Muy : 133.81 IR: 0.97 STAAD SPACE -- PAGE NO. 44 ============================================================================ ============================================================================ C O L U M N N O. 179 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 29 END JOINT: 108 SHORT COLUMN REQD. STEEL AREA : 1891.52 Sq.mm. REQD. CONCRETE AREA: 173108.48 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2536.20 Muz1 : 114.06 Muy1 : 172.20 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 11 END JOINT: 108 Puz : 2647.33 Muz : 127.86 Muy : 194.15 IR: 0.88

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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============================================================================ ============================================================================ C O L U M N N O. 180 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 67 SHORT COLUMN STAAD SPACE

-- PAGE NO. 45

REQD. STEEL AREA : 1491.05 Sq.mm. REQD. CONCRETE AREA: 173508.95 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.92%, 1608.50 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2416.06 Muz1 : 84.43 Muy1 : 127.39 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 67 Puz : 2451.30 Muz : 90.33 Muy : 137.46 IR: 0.93 ============================================================================ ============================================================================ C O L U M N N O. 181 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 29 END JOINT: 96 SHORT COLUMN REQD. STEEL AREA : 2507.33 Sq.mm. REQD. CONCRETE AREA: 172492.67 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 20 dia. (1.44%, 2513.27 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2720.95 Muz1 : 133.12 Muy1 : 203.03 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 11 END JOINT: 96 Puz : 2722.73 Muz : 137.31 Muy : 211.61 IR: 0.96 STAAD SPACE -- PAGE NO. 46 ============================================================================ ============================================================================ C O L U M N N O. 182 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 56 SHORT COLUMN REQD. STEEL AREA : 2184.16 Sq.mm. REQD. CONCRETE AREA: 172815.84 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2624.00 Muz1 : 127.94 Muy1 : 193.89 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000)

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 56 Puz : 2647.33 Muz : 130.76 Muy : 198.38 IR: 0.98 ============================================================================ ============================================================================ C O L U M N N O. 183 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 103 SHORT COLUMN STAAD SPACE

-- PAGE NO. 47

REQD. STEEL AREA : 1976.26 Sq.mm. REQD. CONCRETE AREA: 173023.73 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2561.63 Muz1 : 115.01 Muy1 : 173.92 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 103 Puz : 2647.33 Muz : 125.84 Muy : 191.20 IR: 0.91 ============================================================================ ============================================================================ C O L U M N N O. 184 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4000.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 109 SHORT COLUMN REQD. STEEL AREA : 2536.33 Sq.mm. REQD. CONCRETE AREA: 172463.67 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 12 dia. (1.55%, 2714.34 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2729.65 Muz1 : 134.39 Muy1 : 205.04 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 109 Puz : 2783.05 Muz : 141.02 Muy : 215.06 IR: 0.95 STAAD SPACE -- PAGE NO. 48 ============================================================================ ============================================================================ C O L U M N N O. 185 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 68 SHORT COLUMN REQD. STEEL AREA : 2789.96 Sq.mm. REQD. CONCRETE AREA: 172210.05 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Puz : 2805.74 Muz1 : 150.11 Muy1 : 229.15 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 68 Puz : 2933.85 Muz : 164.97 Muy : 254.04 IR: 0.91 ============================================================================ ============================================================================ C O L U M N N O. 186 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 97 SHORT COLUMN STAAD SPACE

-- PAGE NO. 49

REQD. STEEL AREA : 2650.70 Sq.mm. REQD. CONCRETE AREA: 172349.30 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 12 dia. (1.55%, 2714.34 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2763.96 Muz1 : 140.56 Muy1 : 214.48 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 97 Puz : 2783.05 Muz : 143.04 Muy : 218.08 IR: 0.98 ============================================================================ ============================================================================ C O L U M N N O. 187 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 57 SHORT COLUMN REQD. STEEL AREA : 2180.83 Sq.mm. REQD. CONCRETE AREA: 172819.17 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2623.00 Muz1 : 127.47 Muy1 : 193.21 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 57 Puz : 2647.33 Muz : 130.44 Muy : 197.89 IR: 0.97 STAAD SPACE -- PAGE NO. 50 ============================================================================ ============================================================================ C O L U M N N O. 188 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 104 SHORT COLUMN REQD. STEEL AREA : 1798.04 Sq.mm. REQD. CONCRETE AREA: 173201.95 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 12 dia. (1.03%, 1809.56 Sq.mm.) (Equally distributed)

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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GSPL203-73-1514 Rev 0

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2508.16 Muz1 : 107.51 Muy1 : 162.19 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 104 Puz : 2511.62 Muz : 107.79 Muy : 162.88 IR: 0.99 ============================================================================ ============================================================================ C O L U M N N O. 189 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4000.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 110 SHORT COLUMN STAAD SPACE

-- PAGE NO. 51

REQD. STEEL AREA : 2281.73 Sq.mm. REQD. CONCRETE AREA: 172718.27 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 16 dia. (1.38%, 2412.74 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2653.27 Muz1 : 123.69 Muy1 : 187.94 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 110 Puz : 2692.57 Muz : 128.75 Muy : 196.94 IR: 0.96 ============================================================================ ============================================================================ C O L U M N N O. 190 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 69 SHORT COLUMN REQD. STEEL AREA : 2782.54 Sq.mm. REQD. CONCRETE AREA: 172217.47 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2803.51 Muz1 : 149.03 Muy1 : 227.50 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 69 Puz : 2933.85 Muz : 164.32 Muy : 253.05 IR: 0.90 STAAD SPACE -- PAGE NO. 52 ============================================================================ ============================================================================ C O L U M N N O. 191 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 98 SHORT COLUMN

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 56 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

REQD. STEEL AREA : 2099.82 Sq.mm. REQD. CONCRETE AREA: 172900.19 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2598.69 Muz1 : 119.14 Muy1 : 180.56 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 98 Puz : 2647.33 Muz : 125.29 Muy : 190.32 IR: 0.95 ============================================================================ ============================================================================ C O L U M N N O. 192 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 58 SHORT COLUMN STAAD SPACE

-- PAGE NO. 53

REQD. STEEL AREA : 2254.84 Sq.mm. REQD. CONCRETE AREA: 172745.16 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2645.20 Muz1 : 130.19 Muy1 : 197.50 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 58 Puz : 2647.33 Muz : 130.45 Muy : 197.91 IR: 0.99 ============================================================================ ============================================================================ C O L U M N N O. 193 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 105 SHORT COLUMN REQD. STEEL AREA : 1740.61 Sq.mm. REQD. CONCRETE AREA: 173259.39 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 12 dia. (1.03%, 1809.56 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2490.93 Muz1 : 105.33 Muy1 : 158.76 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 105 Puz : 2511.62 Muz : 107.89 Muy : 163.02 IR: 0.97 STAAD SPACE -- PAGE NO. 54 ============================================================================ ============================================================================ C O L U M N N O. 194 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4000.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

** GUIDING LOAD CASE: 30 END JOINT: 111 SHORT COLUMN REQD. STEEL AREA : 2287.80 Sq.mm. REQD. CONCRETE AREA: 172712.20 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 16 dia. (1.38%, 2412.74 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2655.09 Muz1 : 124.15 Muy1 : 188.67 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 111 Puz : 2692.57 Muz : 128.96 Muy : 197.25 IR: 0.96 ============================================================================ ============================================================================ C O L U M N N O. 195 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 70 SHORT COLUMN STAAD SPACE

-- PAGE NO. 55

REQD. STEEL AREA : 2779.20 Sq.mm. REQD. CONCRETE AREA: 172220.80 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2802.51 Muz1 : 148.89 Muy1 : 227.28 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 70 Puz : 2933.85 Muz : 164.31 Muy : 253.00 IR: 0.90 ============================================================================ ============================================================================ C O L U M N N O. 196 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 99 SHORT COLUMN REQD. STEEL AREA : 2093.50 Sq.mm. REQD. CONCRETE AREA: 172906.50 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2596.80 Muz1 : 119.05 Muy1 : 180.40 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 99 Puz : 2647.33 Muz : 125.42 Muy : 190.53 IR: 0.95 STAAD SPACE -- PAGE NO. 56 ============================================================================ C O L U M N N O. 202 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 58 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 59 SHORT COLUMN REQD. STEEL AREA : 1851.53 Sq.mm. REQD. CONCRETE AREA: 173148.47 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2524.21 Muz1 : 112.60 Muy1 : 169.89 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 59 Puz : 2647.33 Muz : 127.92 Muy : 194.23 IR: 0.88 ============================================================================ ============================================================================ C O L U M N N O. 203 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 106 SHORT COLUMN STAAD SPACE

-- PAGE NO. 57

REQD. STEEL AREA : 1941.20 Sq.mm. REQD. CONCRETE AREA: 173058.80 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2551.11 Muz1 : 108.38 Muy1 : 164.19 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 106 Puz : 2647.33 Muz : 121.13 Muy : 184.08 IR: 0.89 ============================================================================ ============================================================================ C O L U M N N O. 204 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1525.5 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 65 SHORT COLUMN REQD. STEEL AREA : 2866.85 Sq.mm. REQD. CONCRETE AREA: 172133.14 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2828.81 Muz1 : 144.64 Muy1 : 221.60 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 65 Puz : 2933.85 Muz : 157.62 Muy : 242.42 IR: 0.92 STAAD SPACE -- PAGE NO. 58 ============================================================================

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

C O L U M N N O. 205 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 112 SHORT COLUMN REQD. STEEL AREA : 2823.83 Sq.mm. REQD. CONCRETE AREA: 172176.17 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2815.90 Muz1 : 145.59 Muy1 : 222.66 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 112 Puz : 2933.85 Muz : 160.14 Muy : 246.08 IR: 0.91 ============================================================================ ============================================================================ C O L U M N N O. 206 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2800.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 71 SHORT COLUMN STAAD SPACE

-- PAGE NO. 59

REQD. STEEL AREA : 2995.84 Sq.mm. REQD. CONCRETE AREA: 172004.16 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 16 dia. (1.84%, 3216.99 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2867.50 Muz1 : 155.41 Muy1 : 237.87 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 71 Puz : 2933.85 Muz : 163.46 Muy : 251.49 IR: 0.95 ============================================================================ ============================================================================ C O L U M N N O. 207 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1200.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 100 SHORT COLUMN REQD. STEEL AREA : 2309.97 Sq.mm. REQD. CONCRETE AREA: 172690.03 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 16 dia. (1.38%, 2412.74 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2661.74 Muz1 : 124.18 Muy1 : 188.76 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 100 Puz : 2692.57 Muz : 128.20 Muy : 196.17 IR: 0.97 STAAD SPACE -- PAGE NO. 60

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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============================================================================ ============================================================================ C O L U M N N O. 254 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 31 END JOINT: 135 SHORT COLUMN REQD. STEEL AREA : 1814.12 Sq.mm. REQD. CONCRETE AREA: 173185.88 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2512.99 Muz1 : 99.01 Muy1 : 150.07 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 13 END JOINT: 135 Puz : 2647.33 Muz : 117.21 Muy : 178.51 IR: 0.84 ============================================================================ ============================================================================ C O L U M N N O. 255 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1525.5 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 137 SHORT COLUMN STAAD SPACE

-- PAGE NO. 61

REQD. STEEL AREA : 1543.12 Sq.mm. REQD. CONCRETE AREA: 173456.88 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 16 dia. (0.92%, 1608.50 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2431.69 Muz1 : 108.66 Muy1 : 162.85 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 137 Puz : 2451.30 Muz : 114.32 Muy : 172.93 IR: 0.94 ============================================================================ ============================================================================ C O L U M N N O. 256 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2100.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 136 SHORT COLUMN REQD. STEEL AREA : 1782.49 Sq.mm. REQD. CONCRETE AREA: 173217.50 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 12 dia. (1.03%, 1809.56 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2503.50 Muz1 : 134.74 Muy1 : 202.71 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

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MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

WORST LOAD CASE: 12 END JOINT: 136 Puz : 2511.62 Muz : 135.66 Muy : 204.46 IR: 0.99 STAAD SPACE -- PAGE NO. 62 ============================================================================ ============================================================================ C O L U M N N O. 257 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4000.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 139 SHORT COLUMN REQD. STEEL AREA : 1649.15 Sq.mm. REQD. CONCRETE AREA: 173350.84 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 12 dia. (1.03%, 1809.56 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2463.49 Muz1 : 107.94 Muy1 : 162.22 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 139 Puz : 2511.62 Muz : 114.05 Muy : 172.00 IR: 0.95 ============================================================================ ============================================================================ C O L U M N N O. 264 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4050.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 138 SHORT COLUMN STAAD SPACE

-- PAGE NO. 63

REQD. STEEL AREA : 2690.63 Sq.mm. REQD. CONCRETE AREA: 172309.38 Sq.mm. MAIN REINFORCEMENT : Provide 24 - 12 dia. (1.55%, 2714.34 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2775.94 Muz1 : 160.42 Muy1 : 244.64 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 138 Puz : 2783.05 Muz : 161.49 Muy : 246.30 IR: 0.99 ============================================================================ ============================================================================ C O L U M N N O. 266 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1575.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 142 SHORT COLUMN REQD. STEEL AREA : 3378.33 Sq.mm. REQD. CONCRETE AREA: 171621.67 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 20 dia. (2.15%, 3769.91 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2982.25 Muz1 : 184.08 Muy1 : 283.42

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 62 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 142 Puz : 3099.72 Muz : 194.94 Muy : 302.42 IR: 0.94 STAAD SPACE -- PAGE NO. 64 ============================================================================ ============================================================================ C O L U M N N O. 275 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1275.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 30 END JOINT: 48 SHORT COLUMN REQD. STEEL AREA : 1250.32 Sq.mm. REQD. CONCRETE AREA: 156290.56 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 12 dia. (0.78%, 1357.17 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2343.85 Muz1 : 87.02 Muy1 : 130.10 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 12 END JOINT: 48 Puz : 2375.90 Muz : 92.14 Muy : 138.65 IR: 0.94 ============================================================================ ============================================================================ C O L U M N N O. 276 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2475.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 137 SHORT COLUMN STAAD SPACE

-- PAGE NO. 65

REQD. STEEL AREA : 3238.33 Sq.mm. REQD. CONCRETE AREA: 171761.67 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 20 dia. (2.15%, 3769.91 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2940.25 Muz1 : 178.48 Muy1 : 274.58 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 137 Puz : 3099.72 Muz : 194.15 Muy : 301.79 IR: 0.92 ============================================================================ ============================================================================ C O L U M N N O. 278 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 1274.5 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 31 END JOINT: 88 SHORT COLUMN REQD. STEEL AREA : 1231.81 Sq.mm. REQD. CONCRETE AREA: 153976.67 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 12 dia. (0.78%, 1357.17 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 63 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2338.29 Muz1 : 82.07 Muy1 : 122.92 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 13 END JOINT: 88 Puz : 2375.90 Muz : 88.14 Muy : 132.96 IR: 0.92 STAAD SPACE -- PAGE NO. 66 ============================================================================ ============================================================================ C O L U M N N O. 279 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 2474.5 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 140 SHORT COLUMN REQD. STEEL AREA : 2013.59 Sq.mm. REQD. CONCRETE AREA: 172986.41 Sq.mm. MAIN REINFORCEMENT : Provide 20 - 12 dia. (1.29%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2572.83 Muz1 : 120.20 Muy1 : 181.83 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 140 Puz : 2647.33 Muz : 129.33 Muy : 196.27 IR: 0.93 ============================================================================ ============================================================================ C O L U M N N O. 284 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 3000.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 156 SHORT COLUMN STAAD SPACE

-- PAGE NO. 67

REQD. STEEL AREA : 743.17 Sq.mm. REQD. CONCRETE AREA: 92896.77 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.52%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2191.70 Muz1 : 49.63 Muy1 : 73.19 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 156 Puz : 2240.18 Muz : 56.93 Muy : 84.79 IR: 0.87 ============================================================================ ============================================================================ C O L U M N N O. 285 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 3000.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 154 SHORT COLUMN REQD. STEEL AREA : 964.25 Sq.mm. REQD. CONCRETE AREA: 120531.60 Sq.mm.

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 64 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

MAIN REINFORCEMENT : Provide 12 - 12 dia. (0.78%, 1357.17 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2258.03 Muz1 : 52.59 Muy1 : 77.97 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 154 Puz : 2375.90 Muz : 70.60 Muy : 106.17 IR: 0.74 STAAD SPACE -- PAGE NO. 68 ============================================================================ ============================================================================ C O L U M N N O. 286 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 3000.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 153 SHORT COLUMN REQD. STEEL AREA : 911.75 Sq.mm. REQD. CONCRETE AREA: 113969.01 Sq.mm. MAIN REINFORCEMENT : Provide 12 - 12 dia. (0.78%, 1357.17 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2242.28 Muz1 : 49.85 Muy1 : 73.76 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 153 Puz : 2375.90 Muz : 70.35 Muy : 105.79 IR: 0.71 ============================================================================ ============================================================================ C O L U M N N O. 287 D E S I G N R E S U L T S M25

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 3000.0 mm CROSS SECTION: 500.0 mm X 350.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 155 SHORT COLUMN STAAD SPACE

-- PAGE NO. 69

REQD. STEEL AREA : 811.03 Sq.mm. REQD. CONCRETE AREA: 101378.58 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.52%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 2212.06 Muz1 : 52.95 Muy1 : 78.30 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: 10 END JOINT: 155 Puz : 2240.18 Muz : 57.07 Muy : 85.01 IR: 0.92 ============================================================================

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 65 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

4.0 DESIGN CALCULATION 4.10 SLAB DESIGN 2.135

2.865

5.00 m

5.00 m

5.00 m

2.50 m

S1

S2

S2

S1

2.50 m

S3

S4

S4

S3

S6

S6

S7

S9

S9

S8

3.00 m 2.00 m

S5a

S5 S8

SLAB NUMBERING AND LAYOUT - EL (+) 104 M (TOC)

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 66 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

4.1.1 MODEL CALCULATION FOR TWO WAY SLAB SLAB-S1 Sample calculation Input: Thickness of slab, Thk

=

150

mm

Clear cover

=

20

mm

Top Reinforcement: Assumed Dia of Main bar

=

8

mm

Assumed Dia of secondary bar

=

8

mm

Effective length in shorter-direction, Eff Lx

=

2.50

m

Effective length in Longer direction, Eff Ly

=

5.00

m

3.75

kN/m

2

Dead load Finished load, FL

=

0.00

kN/m

2

Live load, LL

=

7.50

kN/m

2

Unit weight of concrete Grade of concrete,fck

= =

25.00 25.00

kN/m 2 N/mm

Grade of steel,fy

=

415.00

N/mm

Factor of Saftey

=

1.50

Total Factor Load

=

16.88

kN/m

=

2.00

< 2 Therefore Slab is Designed as two way

=

Two Adjacent end Discontinuous

shorter side of edge1,α x -

=

0.0910

shorterside of edge2,α x +

=

0.0690

longer side of edge1,α y-

=

0.0470

longer side of edge2,α y+

=

0.0350

3

2

2

Analysis : Consider One meter breadth of the slab. coefficient calculations for Moments : Ratio of eff.Ly/ eff.Lx,r Condition

=

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

(IS 456-2000 -Annexure-D-Table-26)

Page 67 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Select sides of the slab : DL+LL+FL

discontinuous

continuous

2.50 m in lx-direction

DL + LL+FL

continuous

discontinuous

5.00 m in ly-direction cl2 discontinuous

cs1

cs2

y 2.50

discontinuous

continuous

x

5.00

continuous cl1 -

2

Dead load '-ve' beinding moment, Mx-

=

αx x w x Lx

Dead load '-ve'beinding moment, MY-

= =

9.60 kN m 2 αy x w x Lx

Dead load '+ve' beinding moment, Mx+

= =

4.96 kN m + 2 αx x w x Lx

Dead load '+ve' beinding moment, MY+

= =

7.28 kN m + 2 αy x w x Lx

=

3.69

Dead load Shear force in X-dir

Vu

= =

Dead load Shear force in Y-dir Vu

= =

kN m

w x lx /2

21.09

kN

w x ly /2

42.19

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

kN

Page 68 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Check for Slab Thickness Assume dia of bar

=

8

Effective Thickness of the Slab

=

150 - 20 - 8-8 / 2

for shorter direction

=

118

Effective depth required for Slab

=

v(Mux/(0.138 x fck x 1000))

=

52.74

d-reqd

mm mm

mm

Provided depth is ok Calculation of main steel Effective Depth of slab in X dir

dx

=

126.000

mm

dy

=

118.000

mm

=

(150-20-8/2) Effective Depth of slab in Y dir (150-20-8-8/2)

Required spacing of steel

AstR

=

S

=

231.20

=

(b) Area of Steel MY-

Required spacing of steel

2

AstR

=

S

=

286.73

=

( 0.5 fck/fy ) x [ 1-v( 1 - (4.6Mu/(fck x 1000 x d )) ) ] x 1000d mm2 / mm 163.57

AstR Required spacing of steel

S

(c) Area of Steel My+

AstR

=

2

2

( 0.5 fck/fy ) x [ 1-v( 1 - (4.6Mu/(fck x 1000 x d )) ) ] x 1000d

=

87.77

mm2 / mm

=

572.39

mm

=

0.12

Minimun area of the steel

=

0.12 % x b x D

= =

0.12x 1000 x 150/ 100 mm2 / mm 180 mm2 / mm 250.00

=

provide 8 mm dia bar at Maximum allowable spacing

=

mm

=

Minimum percentage of steel is

Higher value of Ast is provided, AstP

mm2 / mm

307.14

S

AstM

mm

( 0.5 fck/fy ) x [ 1-v( 1 - (4.6Mu/(fck x 1000 x d )) ) ] x 1000d mm2 / mm 175.22

(c) Area of Steel Mx+

Required spacing of steel

2

( 0.5 fck/fy ) x [ 1-v( 1 - (4.6Mu/(fck x 1000 x d )) ) ] x 1000d mm2 / mm 217.30

(a) Area of Steel Mx-

200

3d or 300 mm whichever is lesser

mm c/c on positive and negative reinforcement Cls 26.3

Spacing is less than maximum spacing, OK Provide8 mm Dia bar @ 200 mm c/c as main steel

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 69 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Shear Check Check for shear in X-direction: Designed Shear Force Percentage of Steel Provided Pt

=

k τc bd , k and τc are calculated below

=

100xAst/bxd

=

0.21186441

k

=

1.300

Refer Cls 40.2

τc

=

0.332

N/mm2

50.93

KN

(IS 456-2000-Table -23)

(Refer IS 456-2000-Table 19)

= Vult

Vu

=

=

Vult > Vu

42.19

KN

Depth

k

300

1.00

275

1.05

175

1.25

150

1.30

Therefore No shear reinforcement is required

Check for Deflection (Refer RCC Design by Unnikrishnapillai and devodos menon) Basic span depth ratio for S.S slab fs

= =

240.7

=

Percentage of Steel Provided Pt

=

Modification Factor

=

(l/d)max

(From IS 456-2000 Clause :23.2.1.a)

0.58 x fy x Ast required / Ast provided

Effective Span length

kt

26

=

(Ast provided = Ast required)

1.87 0.212 1.7

=

44.2

=

15.85

(From IS 456-2000-Fig-4 )

(26x1.7) (l/d)provided (1.87 X 1000)/118 (l/d)provided

< (l/d)max

Hence it is Safe.

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 70 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

4.1.2 MODEL CALCULATION FOR ONEWAY SLAB Sample calculation Input:

Slab No:S16 Thickness of slab,

Thk

Clear cover

=

150

mm

=

20

mm

Main Dia of bar,

main dia

=

8

mm

Secondary dia of bar,

sec dia

=

8

mm

Effective length,

Eff Lx

=

2

m

Finished load,

F.L

=

0.00

kN/m

2

Live load,

L.L

=

7.50

kN/m

2

Unit weight of concrete Grade of concrete,

fck

= =

25 25

kN/m 2 N\mm

Grade of steel,

fy

=

415

N\mm

= =

3.75 2 wlx /8

kN/m2

=

3.75 x 2 x 2 / 8

=

1.88

=

7.5 x 2 x 2 / 8

=

3.75

=

3.75 x 2 / 2

=

3.75

DL + LL+FL

3

2

2

Analysis : Consider One meter breadth of the slab. Both sides of the slab are simply supported Dead load of slab+ Finishes, w beinding moment, B.M(dead load)

bending moment, B.M(live load) Shear force, Shear force,

S.F(dead load) S.F(live load)

kN m kN m kN

=

7.5 x 2 / 2

=

7.50

kN

Design : The design of slab is done as per IS 456:2000 For dead load + live load combination partial safety factor Factored bending moment,

Mu

Factored shear force,

Vu

1.5

=

1.9 x 1.5 + 3.75 x 1.5

=

8.44

=

3.8 x 1.5 + 7.50 x 1.5

=

16.875

=

150 - 20 - 8 / 2

=

126

is used (Refer Cls 36.4)

kN m kN

Check for Slab Thickness Effective Thickness of the Slab, Thk Effective depth required for Slab, d reqd

mm

=

v(Mu/(0.138 x fck x 1000))

=

v [8.44x 1000 x 1000 / ( 0.138 x 25.00 x 1000 )]

(Ref. Shah & karve)

=

49.45

mm

Provided depth is ok

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 71 of 92

MAYTAS NAFTOGASBUD JV Calculation of main steel Area of Steel

AstR Minimum percentage of steel is Minimun area of the steel

GSPL203-73-1514 Rev 0 2

=

( 0.5 fck/fy ) x [ 1-v( 1 - (4.6Mu/(fck x 1000 x d )) ) ] x 1000d

=

0.5 x 25/415 x [ 1-v( 1 - (4.6 x 8.44/(25x 1000 x126x126)) ) ]

= =

x 1000 x 126 2 190.337 mm

=

0.12

=

0.12 % x b x D

= = =

0.12x 1000 x 150/ 100 mm2 180 2 190.337 mm

Spacing of main steel

=

264

Maximum allowable spacing

=

3d or 300 mm whichever is lesser

AstM Area of steel required

AstP

Say

mm

200

mm c/c Cls 26.3

Spacing is less than maximum spacing

Provide8 mm Dia bar @ 200 mm c/c as main steel Provide distribution steel 0.12 % b x D = =

0.12x 1000 x 150/ 100 mm2 180

Spacing of dist.steel

=

279

Max. allowable spacing of Dist.steel

=

5d or 450 mm whichever is lesser

Spacing required

=

279

AstP

mm Say

mm

200

Cls 26.3 mm c/c

Spacing is less than maximum spacing Provide8 mm Dia bar @ 200 mm c/c as distribution steel Check for shear Design Shear Force Vult

=

k τc bd , k and τc are calculated below

= =

1.3 x 0.29 x 1000 x 126 47.50 KN

Ultimate shear force > Actual shear force , hence ok k

τc

Actual area of main steel provided

Percentage of steel provided, pt

=

Refer Cls 40.2

1.300

N/mm

2

=

0.29

=

(π x 8 x 8/ 4)x 1000/200

=

190.4

=

100 x Astp / bd

=

0.151

Depth 300

k 1.00

275

1.05

175

1.25

150

1.30

Refer IS 456-2000 Table 19

mm2

Check for Deflection of the slab Basic span depth ratio for simple supported sla 0.58 x fy x Ast required / Ast provided fs

= =

α1

=

1.70

=

α1 x 20

=

1.7 x 20

Allowable span depth ratio

Assumed span depth ratio

240.7 (assumed Ast provided = Ast required) 1/(0.225+0.00322xfs + 0.625xlog 10(pt)

=

24.4704

=

2 x 1000 / 180

=

11.11

Assumed Span Depth ratio < Allowable span depth ratio Hence the design is OK.

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 72 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

SUMMARY OF SLAB CALCULATION SUMMARY OF CALCULATIONS Design Coefficients -IS 456-2000 Annexure D-Table 26 Slab No S1 S2 S3 S4 S5 S5a S6 S7 S8 S9

(ly/lx) 2 2 2 2 1.4 1.047 1.67 1.67 2.5 2.5

ax0.091 0.085 0.068 0.065 0.063 0.0343 0.057 0.0617 -

ax+ 0.069 0.065 0.052 0.049 0.047 0.0258 0.0477 0.0467 -

ay0.047 0.037 0.037 0.032 0.037 0.032 0.032 0.037 -

ay+ 0.035 0.028 0.028 0.024 0.028 0.024 0.024 0.028 -

Remarks Two way slab Two way slab Two way slab Two way slab Two way slab Two way slab Two way slab Two way slab One way slab One way slab

INPUT VALUES Slab

Thk

Cover

Eff Lx

Eff Ly

No

mm

mm

m

m

F.L kN/m2

L.L kN/m2

S1

150

20

2.50

5

0

S2

150

20

2.50

5

0

S3

150

20

2.50

5

0

S4

150

20

2.50

5

S5 S5a S6 S7 S8 S9

150 150 150 150 150 150

20 20 20 20 20 20

2.14 2.87 3.00 3.00 2 2

3 3 5 5 5 5

Main mm 8 8 8 8 8 8 8 8 8 8

Spacing mm 200 200 200 200 200 200 200 200 200 200

fck

fY 2

7.5

N/mm 415

N/mm2 25

7.5

415

25

7.5

415

25

0

7.5

415

25

0 0 0 0 0 0

7.5 7.5 7.5 7.5 7.5 7.5

415 415 415 415 415 415

25 25 25 25 25 25

Secondary mm 8 8 8 8 8 8 8 8 8 8

Spacing mm 200 200 200 200 200 200 200 200 200 200

Ast (req)

Ast (Provided)

175.2 164.81 131.22 123.51 85.94 84.94 159.44 170.66 180 180

250 250 250 250 250

TOP REINFORCEMENT DETAILS Slab No S1 S2 S3 S4 S5 S5a S6 S7 S8 S9

Ast (req)

Ast (Provided)

217.3 202.57 161.5 153.89 108.12 105.97 212.44 212.01 180 180

250 250 250 250 250 250 250 250 250 250

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

250 250 250 250

Page 73 of 92

MAYTAS NAFTOGASBUD JV

Main mm 8 8 8 8 8 8 8 8 10 10

Slab No S1 S2 S3 S4 S5 S5a S6 S7 S8 S9

GSPL203-73-1514 Rev 0

BOTTOM REINFORCEMENT DETAILS Ast(Provided) Secondary Spacing Ast (req) mm mm mm2/mm 163.57 250 8 200 153.89 250 8 200 122.6 250 8 200 115.41 250 8 200 80.36 250 8 200 79.43 250 8 200 148.88 250 8 200 159.33 250 8 200 190.34 250 8 200 190.34 250 8 200

Spacing mm 200 200 200 200 200 200 200 200 200 200

Ast(Req) mm2/mm

Ast(Provided) mm2/mm 250 250 250 250 250 250 250 250 250 250

87.77 70.04 70.04 59.95 50.94 78.94 86.65 86.65 180 180

4.20 DESIGN OF BEAM 4.2.1 PLINTH BEAM PB1 300X500 INPUT

SECTION

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

1 2

210.00 130.00

50 50

300 300

500 500

450 450

3.46 2.14

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 136 1721 1.27 0.70

2

τv N/mm 1.01

N/mm

fy Mulimit/bd2 N/mm2

25 415 25 415 SHEAR DESIGN

τc max 2

fck N/mm2

2

3.1

for τc

Stirrup Dia mm

O.K

8

Check

3.45 3.45

Pt %

Ptmini %

1.20 0.67

0.20 0.20

req Check for tension Remarks reinforceme pt nt mm2 OK OK

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

300.00

1616.03 899.7

0.75*d mm

--

300

338.00

Top Bottom

mm

300

Spacing Provided mm 300.00

PB2 300X500 INPUT

SECTION

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

1 2

202.00 134.00

50 50

300 300

500 500

450 450

3.33 2.21

τv

τc max

N/mm2

N/mm2

for τc

Stirrup Dia mm

0.86

3.1

O.K

8

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 116 1721 1.27 0.70

2

fck N/mm2

fy Mulimit/bd2 N/mm2

25 415 3.45 25 415 3.45 SHEAR DESIGN Check

Pt %

Ptmini %

1.14 0.69

0.20 0.20

req Check for tension reinforceme pt nt mm2 OK OK

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

300.00

1534.76 933.5

0.75*d mm

--

300

338.00

mm

300

Remarks

Top Rein Bottom rein

Spacing Provided mm 300.00

PB3 300X500 INPUT

SL NO

1 2

SECTION

MOMENT DESIGN

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

fck N/mm2

80.26

50

300

500

450

1.33

25

fy Mulimit/bd2 N/mm2

415

3.45

Pt %

Ptmini %

0.39

0.20

req tension Check for reinforce pt ment mm2 Remarks OK 532.12 bottom

SHEAR DESIGN

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 64.4 603 0.45 0.47

τv

τc max

N/mm2

N/mm2

for τc

Stirrup Dia mm

0.48

3.1

O.K

8

Check

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

300.00

--

0.75*d mm 338.00

300 mm

Spacing Provided mm

300

300.00

Page 74 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

PB4 300X500 INPUT

SECTION

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

1 2

151.00 154.00

50 50

300 300

500 500

450 450

2.49 2.54

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 74 1294 0.96 0.63

τv

fck N/mm2

25 415 3.45 25 415 3.45 SHEAR DESIGN

τc max

N/mm

2

N/mm

0.55

fy Mulimit/bd2 N/mm2

for τc

Stirrup Dia mm

O.K

8

Check

2

3.1

Pt %

Ptmini %

0.79 0.81

0.20 0.20

req Check for tension reinforceme pt nt mm2 OK OK

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

--

1072.47 1097.97

0.75*d mm

302.32

300

338.00

Remarks

Top Rein Bottom Rein

Spacing Provided mm

mm

300.00

300

PB4a 230X500 SECTION

INPUT

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

fck N/mm2

1

20.06

50

230

500

450

0.44

25

fy Mulimit/bd2 N/mm2

415

3.45

Pt %

Ptmini %

0.12

0.20

req tension Check for reinforce pt ment mm2 Remarks Astmini 128.8 Bottom

SHEAR DESIGN

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 25.64 402 0.39 0.44

τv

τc max

N/mm 0.25

2

N/mm 3.1

2

for τc

Stirrup Dia mm

O.K

8

Check

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

--

0.75*d mm

394.33

338.00

300 mm

Spacing Provided mm

300

300.00

PB5 300X500 INPUT

SECTION

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

1 2

211.34 139.19

50 50

300 300

500 500

450 450

3.48 2.30

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 122.655 1721 1.27 0.70

2

τv N/mm 0.91

N/mm 3.1

fy Mulimit/bd2 N/mm2

25 415 25 415 SHEAR DESIGN

τc max 2

fck N/mm2

2

for τc

Stirrup Dia mm

O.K

8

Check

3.45 3.45

Pt %

Ptmini %

1.20 0.72

0.20 0.20

OK OK

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

300.00

--

req Check for tension reinforceme pt nt mm2

0.75*d mm

1624.34 977.48

300

338.00

mm

300

Remarks Top Bottom

Spacing Provided mm 300.00

PB6 300X500 INPUT

SL NO

1 2

SL NO

1

SECTION

MOMENT DESIGN

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

fck 2 N/mm

72.00

50

300

500

450

1.19

25

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 58 628 0.47 0.47

2

fy 2 2 Mulimit/bd N/mm

415

3.45

Pt %

Ptmini %

0.35

0.20

req tension Check for reinforcement pt 2 mm OK

472.4

Remarks

Bottom

SHEAR DESIGN

τv N/mm 0.43

τc max 2

N/mm 3.1

2

for τc

Stirrup Dia mm

O.K

8

Check

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

--

302.32

0.75*d mm 338.00

300

mm

300

Spacing Provided mm 300.00

Page 75 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

PB7 300X500 INPUT

SECTION

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

1 2

253.06 129.56

50 50

300 300

500 500

450 450

4.17 2.14

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 153.4 1960 1.45 0.73

2

τv N/mm 1.14

fy Mulimit/bd2 N/mm2

25 415 3.45 25 415 3.45 SHEAR DESIGN

τc max 2

fck N/mm2

2

N/mm 3.1

for τc

Stirrup Dia mm

O.K

8

Check

Pt %

Ptmini %

1.42 0.67

0.20 0.20

req tension Check for Remarks reinforceme pt 2 nt mm

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

300.85

--

OK OK

1911 899.7

0.75*d mm

300

338.00

Top Bottom

Spacing Provided mm

mm

300.00

300

PB8 300X500 INPUT

SECTION

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

1 2

271.29 139.62

50 50

300 300

500 500

450 450

4.47 2.30

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 168 2161 1.60 0.76

2

τv N/mm 1.24

N/mm

fy Mulimit/bd2 N/mm2

25 415 3.45 25 415 3.45 SHEAR DESIGN

τc max 2

fck N/mm2

2

3.1

for τc

Stirrup Dia mm

O.K

8

Check

Pt %

Ptmini %

1.51 0.72

0.20 0.20

req tension Check for Remarks reinforcemen pt 2 t mm

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

249.43

--

OK OK

2035.64 977.48

0.75*d mm

300

338.00

Top Bottom

Spacing Provided mm

mm

240.00

300

PB9 300X500 SECTION

INPUT

OMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

1 2

223.45 139.40

50 50

300 300

500 500

450 450

3.68 2.30

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 124.3 1960 1.45 0.73

τv N/mm 0.92

N/mm 3.1

fy Mulimit/bd2 N/mm2

25 415 25 415 SHEAR DESIGN

τc max 2

fck N/mm2

2

for τc

Stirrup Dia mm

O.K

8

Check

3.45 3.45

Pt %

Ptmini %

1.26 0.72

0.20 0.20

req Check for tension Remarks reinforcem pt 2 ent mm OK OK

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

300.00

--

1707.43 977.48

0.75*d mm

300

338.00

Top Bottom

mm

300

Spacing Provided mm 300.00

4.2.2. ROOF BEAM RB1 300X500 SECTION

INPUT

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

1 2

212.74 132.32

40 40

300 300

500 500

460 460

3.36 2.09

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 152.42 1696 1.23 0.69

τv N/mm 1.10

N/mm 3.1

fy Mulimit/bd2 N/mm2

25 415 3.45 25 415 3.45 SHEAR DESIGN

τc max 2

fck N/mm2

2

for τc

Stirrup Dia mm

O.K

8

Check

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Pt %

Ptmini %

1.15 0.65

0.20 0.20

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

293.32

--

req tension Check for reinforcemen pt t mm2 OK OK

0.75*d mm 345.00

1587.35 895.25

300

mm

300

Top Rein Bottom Reinf

Spacing Provided mm 290.00

Page 76 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

RB2 300x500 INPUT

SECTION

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

1 2

214.80 150.17

40 40

300 300

500 500

460 460

3.39 2.37

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 144.075 1696 1.23 0.69

τv N/mm 1.04

N/mm

fy Mulimit/bd2 N/mm2

25 415 3.45 25 415 3.45 SHEAR DESIGN

τc max 2

fck N/mm2

2

3.1

for τc

Stirrup Dia mm

O.K

8

Check

Pt %

Ptmini %

1.16 0.75

0.20 0.20

req Check for tension reinforcem pt ent mm2 OK OK

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

343.67

1605.97 1034.63

0.75*d mm

--

300

345.00

Top Rein Bottom Rein

Spacing Provided mm

mm

300.00

300

RB3 230x500 INPUT

SL NO

1 2

SL NO

1

SECTION

MOMENT DESIGN

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

fck N/mm2

220.00

40

230

500

460

4.53

25

415

Check for τc

Stirrup Dia mm

O.K

8

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 150 1473 1.39 0.72

τv

τc max

N/mm

2

1.42

N/mm

2

3.1

fy Mulimit/bd2 N/mm2

3.45

Pt %

Ptmini %

1.52

0.20

req tension Check for reinforce pt ment mm2 OK

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

227.33

1607.23

0.75*d mm

--

345.00

Bottom Rein

300 mm

Spacing Provided mm

300

220.00

RB4 300x500 SECTION

INPUT

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

1 2

268.00 130.68

40 40

300 300

500 500

460 460

4.23 2.06

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 183 2186 1.58 0.76

τv N/mm 1.33

N/mm 3.1

fy Mulimit/bd2 N/mm2

25 415 3.45 25 415 3.45 SHEAR DESIGN

τc max 2

fck N/mm2

2

for τc

Stirrup Dia mm

O.K

8

Check

Pt %

Ptmini %

1.43 0.64

0.20 0.20

req Check for tension reinforcem pt ent mm2 OK OK

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

212.49

1971.75 880.67

0.75*d mm

--

300

345.00

mm

300

Top Reinf Bottom Rein

Spacing Provided mm 210.00

RB5 230X500 INPUT

SL NO

1 2

SL NO

1

SECTION

MOMENT DESIGN

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

fck N/mm2

54.00

40

230

500

460

1.11

25

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 60 628 0.59 0.52

fy Mulimit/bd2 N/mm2

415

3.45

Pt %

Ptmini %

0.32

0.20

req tension Check for reinforcement pt mm2 OK

343.82

Bottom Reinf

SHEAR DESIGN

τv

τc max

N/mm2

N/mm2

for τc

Stirrup Dia mm

0.57

3.1

O.K

8

Check

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

2

300.00

--

0.75*d mm 345.00

300

mm

300

Spacing Provided mm 300.00

Page 77 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

RB6 230X600 SECTION

INPUT

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

1 2

356.00 220.22

40 40

230 230

600 600

560 560

4.94 3.06

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 254.216 2274 1.77 0.78

τv N/mm 1.97

N/mm 3.1

fy Mulimit/bd2 N/mm2

25 415 3.45 25 415 3.45 SHEAR DESIGN

τc max 2

fck N/mm2

2

for τc

Stirrup Dia mm

O.K

8

Check

Pt %

Ptmini %

1.64 1.02

0.20 0.20

req tension Check for reinforce pt ment mm2 OK OK

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

132.80

--

2107.35 1314.22

0.75*d mm 420.00

Top Renif Bottom Reinf

300 mm

Spacing Provided mm

300

130.00

RB7 230X600 SECTION

INPUT

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

1 2

364.21 214.92

40 40

230 230

600 600

560 560

5.05 2.98

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 254.06 2274 1.77 0.78

2

τv N/mm 1.97

N/mm

fy 2 2 Mulimit/bd N/mm

25 415 3.45 25 415 3.45 SHEAR DESIGN

τc max 2

fck 2 N/mm

2

3.1

for τc

Stirrup Dia mm

O.K

8

Check

Pt %

Ptmini %

1.67 0.99

0.20 0.20

req Check for tension reinforcem pt 2 ent mm OK OK

Mini Spacing Shear legs Of stirrup Spacing (Nos) mm mm 2

132.93

2149.4 1271.42

Top Rein Bottom Reinf

300

Spacing Provided mm

0.75*d mm

--

420.00

mm

130.00

300

RB8 300x500 INPUT

SECTION

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

1 2

272.94 136.88

40 40

300 300

500 500

460 460

4.30 2.16

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 185 2161 1.57 0.75

2

τv N/mm 1.34

fy Mulimit/bd2 N/mm2

25 415 3.45 25 415 3.45 SHEAR DESIGN

τc max 2

fck N/mm2

N/mm

2

3.1

for τc

Stirrup Dia mm

O.K

8

Check

Pt %

Ptmini %

1.45 0.67

0.20 0.20

req Check for tension reinforcem pt ent mm2

Spacing Mini Shear legs Of stirrup Spacing (Nos) mm mm 2

206.17

--

OK OK

2000.83 929.53

0.75*d mm

300

345.00

Top Reinf Bottom Reinf

mm

Spacing Provided mm 200.00

300

LINTEL 300X300 SECTION

INPUT

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

fck N/mm2

1 2

86.30 56.28

40 40

300 300

300 300

260 260

4.26 2.78

25 25

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 48 1256 1.61 0.76

2

τv N/mm 0.62

τc max 2

N/mm 3.1

2

fy Mulimit/bd2 Pt N/mm2

415 3.45 415 3.45 SHEAR DESIGN

for τc

Stirrup Dia mm

O.K

8

Check

%

1.45 0.91

Ptmini %

0.20 0.20

Mini Shear legs Spacing Of Spacing (Nos) stirrup mm mm

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

2

--

302.32

req Check for tension reinforceme pt nt mm2 OK OK

0.75*d mm 195.00

1133.22 706.95

300

mm

300

Top Rein Bottom Rein

Spacing Provided mm 190.00

Page 78 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

4.3.0 FOUNDATION DESIGN Design of Isolated Footing for Control Room Building-F1 Fz

Fy

Foundation Dimension: Fx Base

Pedestal

Lx (m)

2.25

Lz (m)

2.25

Px (m)

0.35

Pz (m)

0.50

h1 (m)= 0.00

GL

h2 (m)= 2.10 D (m)= 0.75

Design Summary: Max Bearing Press.:

2 326.89 KN/m

Min Bearing Press.:

2 243.91 KN/m

Min Contact Length:

Mz1

100%

X-Axis

Mx1

Soil Properties

Z-Axis 400.0

KN/m2

435.7

KN/m2

535.7

KN/m2

Minimum 28 Days Compressive of Concrete : FC

25000

KN/m2

Yield Strength of Reinforcing Steel : FY

415000

KN/m2

Density of Structural fill

17

KN/m3

Density of Concrete

25

KN/m3

Safe Bearing Capacity of Soil q

safe =

q safe + γ x h2 At depth h2 q all = 1.25 x q safe + γ x h2 At depth h2 q

all =

Material Properties:

Load Combination: Unfactored Loads (in KN m) LC No.

Fx

Fy

Fz

Mx

Mz

Case I

9

10.41

897.24

10.46

7.45

7.44

Case II

11

3.30

594.20

81.57

131.15

2.63

Case III

21

32.41

1038

12.48

8.87

34.88

Factored Loads (in KN m) LC No.

Fx

Fy

Fz

Mx

Mz

Case I

9

15.62

1345.86

15.69

11.18

11.16

Case II

11

4.94

891.30

122.36

196.73

3.95

Case III

21

5.14

805.00

9.60

13.31

2.25

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 79 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Check For Bearing Pressure: Total Substructure Load: Weight of Pedestal

=

0.0

KN

Weight of Footing

=

94.9

KN

112.2

KN

207.1

KN

Weight of Imposed Earth above footing

=

TOTAL =

Case I: Axial load P = Fy + SubStructure Load

=

1104.3 KN

Moment at base Mx1= Mx + Fz x (h1+h2) =

29.42 KNm

Moment at base Mz1= Mz + Fx x (h1+h2) =

29.30 KNm

Eccentricity,

ex = Mz1 / P ez = Mx1 / P ex / Lx = ez / Lz =

=

0.027

m < Lx / 6

Contact Length= 3 x (Lx /2 - ex) / Lx =

100%

=

0.027

m < Lz / 6

Contact Length= 3 x (Lz /2 - ez) / Lz =

100%

0.012

From Table, K=

1.12

Max. Bearing Press.=qmax =K x P / Lx * Lz =

0.012

2 243.91 KN/m < q

=>

all =

q safe + γ x h2

Hence Satisfactory

Case II: Axial load P = Fy + SubStructure Load

=

801.3 KN

Moment at base Mx1= Mx + Fz x (h1+h2) =

302.45 KNm

Moment at base Mz1= Mz + Fx x (h1+h2) =

9.56 KNm

Eccentricity,

ex = Mz1 / P ez = Mx1 / P ex / Lx = ez / Lz =

=

0.012

m < Lx / 6

Contact Length= 3 x (Lx /2 - ex) / Lx =

100%

=

0.377

m > Lz / 6

Contact Length= 3 x (Lz /2 - ez) / Lz =

100%

0.005 0.168

From Table, K=

2.07

Max. Bearing Press.=qmax =K x P / Lx * Lz =

2 326.89 KN/m < q

=>

q safe + γ x h2

all =1.25*

Hence Satisfactory

Case III: Axial load P = Fy + SubStructure Load

=

1245.1 KN

Moment at base Mx1= Mx + Fz x (h1+h2) =

35.078 KNm

Moment at base Mz1= Mz + Fx x (h1+h2) =

102.94 KNm

Eccentricity,

ex = Mz1 / P ez = Mx1 / P ex / Lx = ez / Lz =

=

0.083

m < Lx / 6

Contact Length= 3 x (Lx /2 - ex) / Lx =

100%

=

0.028

m < Lz / 6

Contact Length= 3 x (Lz /2 - ez) / Lz =

100%

0.037 0.013

From Table, K=

1.30

Max. Bearing Press.=qmax =K x P / Lx * Lz =

2 319.42 KN/m < q

=>

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

all =

1.25*q safe + γ x h2

Hence Satisfactory

Page 80 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Design Of Base (Ref. IS-456) Downward pressure on Base: ws=(Weight of Footing + Weight of Imposed Earth above footing) / Lx . Lz= Cover to Main Reinf. =

C

=

2 40.91 KN/m

65.00 mm

Effective Depth d =(D - C - φ/2)=

0.68 m

Projected Length of Base:

ax az

=

0.95 m

=

0.875 m

ax Flexure Section

Case I: Factor for Substructure Load = Factored ws = fws =

Flexure Shear

d

1.5

2 61.36 KN/m

Axial load P = Fy + SubStructure Load

=

1656.5

KN

Moment at base Mx1= Mx + Fz x (h1+h2) =

44.124

KNm

Moment at base Mz1= Mz + Fx x (h1+h2) =

43.953

KNm

qm

qs

qma

Base Pressure Distribution Diagram

Eccentricity,

ex = Mz1 / P ez = Mx1 / P

(m) =

0.027

(m) =

0.027

ex / Lx = ez / Lz =

0.012

From Table,

0.012

qmax qmin

K= 1.12

= K x P / Lx * Lz (KN/m2)= 365.87 = (KN/m2)

= 280.81

(P/A-6*MX/B*D*D-6*M/D*B*B)

Moment at face of Pedestal= BM in X- Direction = (qm - fws) x ax 2/ 2 + ( qmax - qm ) x ax2/3 =

132.01 KNm / Unit Width

BM in Z- Direction = (qm - fws) x az 2/ 2 + ( qmax - qm ) x az2/3 =

112.35 KNm / Unit Width

Shear at 'd' distance from face of Pedestal= SF in X- Direction = (qS - fws) x (ax -d) + ( qmax - qS ) x (ax -d)/2 =

81.72 KN / Unit Width

SF in Z- Direction = (qS - fws) x (az -d) + ( qmax - qS ) x (az -d)/2 =

59.55 KN / Unit Width

Case II: Factor for Substructure Load = Factored ws = fws =

1.5

2 61.36 KN/m

Axial load P = Fy + SubStructure Load

=

1201.9

KN

Moment at base Mx1= Mx + Fz x (h1+h2) =

453.6705 KNm

Moment at base Mz1= Mz + Fx x (h1+h2) =

14.3334 KNm

Eccentricity,

ex = Mz1 / P ez = Mx1 / P

(m) =

0.012

(m) =

0.377

ex / Lx = ez / Lz =

0.005

From Table,

0.168

qmax qmin

K= 2.07

= K x P / Lx * Lz (KN/m2) = 490.34 = (KN/m2)

= -9.10

Moment at face of Pedestal= BM in X- Direction = (qm - fws) x ax 2/ 2 + ( qmax - qm ) x ax2/3 = 2

BM in Z- Direction = (qm - fws) x az / 2 + ( qmax - qm ) x

az2/3

=

172.59 KNm / Unit Width 139.81 KNm / Unit Width

Shear at 'd' distance from face of Pedestal= SF in X- Direction = (qS - fws) x (ax -d) + ( qmax - qS ) x (ax -d)/2 =

111.64 KN / Unit Width

SF in Z- Direction = (qS - fws) x (az -d) + ( qmax - qS ) x (az -d)/2 =

80.65 KN / Unit Width

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 81 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Case III: Factor for Substructure Load = Factored ws = fws =

1.5

2 61.36 KN/m

Axial load P = Fy + SubStructure Load

=

1115.6

KN

Moment at base Mx1= Mx + Fz x (h1+h2) =

33.4566 KNm

Moment at base Mz1= Mz + Fx x (h1+h2) =

13.0327 KNm

Eccentricity,

ex = Mz1 / P ez = Mx1 / P

(m) =

0.012

(m) =

0.030

ex / Lx = ez / Lz =

0.005

From Table,

0.013

qmax qmin

K= 1.09

= K x P / Lx * Lz (KN/m2) = 240.78 = (KN/m2)

= 195.88

Moment at face of Pedestal= BM in X- Direction = (qm - fws) x ax 2/ 2 + ( qmax - qm ) x ax2/3 = 2

BM in Z- Direction = (qm - fws) x az / 2 + ( qmax - qm ) x

az2/3

78.11 KNm / Unit Width

=

66.46 KNm / Unit Width

Shear at 'd' distance from face of Pedestal= SF in X- Direction = (qS - fws) x (ax -d) + ( qmax - qS ) x (ax -d)/2 =

48.24 KN / Unit Width

SF in Z- Direction = (qS - fws) x (az -d) + ( qmax - qS ) x (az -d)/2 =

35.13 KN / Unit Width

Bottom Reinforcement: X-Direction:

Maximum Moment Mx = 2 Required q n = Mu/bd =

172.59 KNm / Unit Width

ρ = ρmin =

Ast = ρ x b x d = Ast (min) =

0.00108 0.0012

0.38 N/Sqmm. 731.3 mm

2

812.4 mm

2

Providing Bar :

#

16

Spacing Required =

247.46

Providing Bar :

16

mm

Hence Req #16 @ 247mm c/c However provide #16 @ 200mm c/c Z-Direction:

Maximum Moment Mx = 2 q n = Mu/bd =

139.81 KNm / Unit Width

ρ = ρmin =

Ast = ρ x b x d = Ast (min) =

Required

0.00088 0.0012

0.31 N/Sqmm. 592.7 mm

2

812.4 mm

2

#

Spacing Required =

247.46

mm

Hence Req #16 @ 247mm c/c However provide #16 @ 200mm c/c One-way Shear Check : Maximum Shear Force at 'd' distance from Pedestal face = V =

111.64 KN / Unit Width

Nominal Shear Stress

0.16 N/mm

2

Design Shear Srength of Concrete

0.26 N/mm

2

'=> Hence Satisfactory

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 82 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Top Reinforcement: Maximum

fws

KN/m2

= 61.36

BM in X - Direction = (fws x ax2/2)

=

27.69 KNm

BM in Z - Direction = (fws x a

=

23.49 KNm

2 z /2)

X-Direction:

Maximum Moment Mx = 2 q n = Mu/bd =

27.69 KNm / Unit Width

ρ = ρmin =

Ast = ρ x b x d = Ast (min) =

Required

0.00019 0.0012

0.06 N/Sqmm. 125.7 mm

2

812.4 mm

2

Providing Bar :

#

12

Spacing Required =

139.20

Providing Bar :

12

mm

Hence Req #12 @ 139mm c/c However provide #12 @ 125mm c/c Z-Direction:

Maximum Moment Mx = 2 q n = Mu/bd =

23.49 KNm / Unit Width

Required

0.05 N/Sqmm.

ρ = ρmin =

Ast = ρ x b x d = Ast (min) =

0.00016 0.0012

108.5 mm

2

812.4 mm

2

#

Spacing Required =

139.20

mm

Hence Req #12 @ 139mm c/c However provide #12 @ 125mm c/c Punching Shear Check : Shear at 'd/2' distance from the col face =

1201.11 KN

2

=

0.402

2

=

1.25

Punching Shear Stress (N/mm ) Allowable Shear Stress (N/mm )

'=> Hence Satisfactory. STABILITY CHECK Overturning Check Case 1 Overturning moment in' Z' direction= Restoring moment in' Z' direction= Factor of safety= Overturning moment in' X' direction= Restoring moment in' X' direction= Factor of safety=

29.3 KNm 1242.4 KNm 42.4

>1.5 Hence Satisfactory

29.4 KNm 1242.4 KNm 42.2

>1.5 Hence Satisfactory

Case 2 Overturning moment in' Z' direction= Restoring moment in' Z' direction= Factor of safety=

9.6 KNm 901.5 KNm 94.3

>1.5 Hence Satisfactory

Overturning moment in' X' direction=

302.4 KNm

Restoring moment in' X' direction=

901.5 KNm

Factor of safety=

3.0

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

>1.5 Hence Satisfactory

Page 83 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Case 3 Overturning moment in' Z' direction=

102.9 KNm

Restoring moment in' Z' direction=

1400.7 KNm

Factor of safety=

13.6

Overturning moment in' X' direction=

>1.5 Hence Satisfactory

35.1 KNm

Restoring moment in' X' direction=

1400.7 KNm

Factor of safety=

39.9

>1.5 Hence Satisfactory

Sliding check Coefficient of friction=

0.5

Case 1 Total sliding force= Resisting frictional force= Factor of safety=

14.8 KN 552.2 KN 37.4

>1.5 Hence Satisfactory

Case 2 Total sliding force= Resisting frictional force= Factor of safety=

81.6 KN 400.6 KN 4.9

>1.5 Hence Satisfactory

Case 3 Total sliding force= Resisting frictional force= Factor of safety=

81.6 KN 622.5 KN 7.6

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

>1.5 Hence Satisfactory

Page 84 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

5.0 CONCLUSION Column C1, C2

= 350x500mm

Ground Floor Grade Slab Thickness

= 150mm

PB1 to PB9

= 300x500

PB4a

= 230x500

First Floor Slab Thickness

= 150mm

RB1, RB2, RB4, RB8

= 300x500mm

RB3, RB5

= 230X500mm

RB6, RB7

=

Lintel

= 300X300mm

230X600mm

Foundation F1

= 2250X2250X 750mm

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 85 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

ANNEXURE - 1

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 86 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

1.0 DESIGN OF SLAB AND BEAM FOR WATER TANK The slab is designed as one way slab DL = 0.125x25 =3.125 KN/m2 2.135M

Live Load to water supporting slab Weight of water

= 10KN

Empty weight of tank (10% weight of water) = 1 KN Total 1.5M

LL to Slab

= 11 KN = 11/1.5x2.135

= 3.43 KN/m2 say 4.0 KN/m2 Input: Thickness of slab,

Thk

Clear cover

=

125

mm

=

20

mm mm

Main Dia of bar,

main dia

=

8

Secondary dia of bar,

sec dia

=

8

mm

Effective length,

Eff Lx

=

1.5

m

Finished load,

F.L

=

0.00

kN/m

2

Live load,

L.L

=

4.00

kN/m

2

Unit weight of concrete Grade of concrete,

fck

= =

25 25

kN/m 2 N\mm

Grade of steel,

fy

=

415

N\mm

3.125 2 wlx /8

kN/m2

DL + LL+FL

3

1.5

2

Analysis : Consider One meter breadth of the slab. Both sides of the slab are simply supported Dead load of slab+ Finishes, w beinding moment, B.M(dead load)

bending moment, B.M(live load) Shear force, Shear force,

S.F(dead load) S.F(live load)

= = =

3.125 x 1.5 x 1.5 / 8

=

0.88

=

4 x 1.5 x 1.5 / 8

=

1.13

kN m kN m

=

3.125 x 1.5 / 2

=

2.34

=

4 x 1.5 / 2

=

3.00

kN kN

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 87 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Design : The design of slab is done as per IS 456:2000 For dead load + live load combination partial safety factor Factored bending moment,

Mu

Factored shear force,

Vu

1.5

=

0.9 x 1.5 + 1.13 x 1.5

=

3.01

=

2.3 x 1.5 + 3.00 x 1.5

=

8.01563 kN

=

125 - 20 - 8 / 2

is used (Refer Cls 36.4)

kN m

Check for Slab Thickness Effective Thickness of the Slab, Thk Effective depth required for Slab, d reqd

=

101

=

v(Mu/(0.138 x fck x 1000))

=

v [3.01x 1000 x 1000 / ( 0.138 x 25.00 x 1000 )]

=

29.52

mm

(Ref. Shah & karve)

mm

Provided depth is ok Calculation of main steel Area of Steel

2

=

( 0.5 fck/fy ) x [ 1-v( 1 - (4.6Mu/(fck x 1000 x d )) ) ] x 1000d

=

0.5 x 25/415 x [ 1-v( 1 - (4.6 x 3.01/(25x 1000 x101x101)) ) ]

= =

x 1000 x 101 2 83.6194 mm

Minimum percentage of steel is

=

0.12

Minimun area of the steel

=

0.12 % x b x D

AstM

= =

AstP

=

0.12x 1000 x 125/ 100 mm2 150 mm2 150

Spacing of main steel

=

335

Maximum allowable spacing

=

3d or 300 mm whichever is lesser

AstR

Area of steel required

mm

Say

200

mm c/c Cls 26.3

Spacing is less than maximum spacing

Provide8 mm Dia bar @ 200 mm c/c as main steel Provide distribution steel 0.12 % b x D = =

0.12x 1000 x 125/ 100 mm2 150

Spacing of dist.steel

=

335

Max. allowable spacing of Dist.steel

=

5d or 450 mm whichever is lesser

Spacing required

=

335

AstP

mm mm

Say

200

Cls 26.3 mm c/c

Spacing is less than maximum spacing Provide8 mm Dia bar @ 200 mm c/c as distribution steel

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 88 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Check for shear Design Shear Force k Actual area of main steel provided

Percentage of steel provided, pt τc Design Shear Force Vult

=

k τc bd , k and τc are calculated below

=

1.300

=

(π x 8 x 8/ 4)x 1000/200

=

2 150.046 mm

Refer Cls 40.2

=

100 x Astp / bd

= =

0.149 0.29

=

.29 x 1000 x 101

=

38.077

N/mm2

Refer IS 456-2000 Table 19

Depth

k

300

1.00

275

1.05

175 150

1.25 1.30

KN

Ultimate shear force > Actual shear force , hence ok Check for Deflection of the slab Basic span depth ratio for simple supported sla 0.58 x fy x Ast required / Ast provided fs

= =

α1

=

1.70

=

α1 x 20

=

1.7 x 20

Allowable span depth ratio

Assumed span depth ratio

240.7 (assumed Ast provided = Ast required) 1/(0.225+0.00322xfs + 0.625xlog 10(pt)

=

23.7189

=

1.5 x 1000 / 125

=

12.00

Assumed Span Depth ratio < Allowable span depth ratio Hence the design is OK.

Design of Simply Supported Beam for Water Tank Length of Beam = 2.135m Size of Beam

= 200x200mm

Dead Load Dead load from slab to beam = WL/2 = 3.75x1.5/2 = 2.82 KN/m Self weight of beam

= 0.2x0.2x25 = 1 KN/m

Total Dead load to beam

= 3.82 KN/m SAY= 4 KN/m

Live load from slab to beam = WL/2 = 4 x 1.5/2 = 3.0 KN/m Total Factored Load

= (4 + 3)x1.5 = 10.5 KN/m

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 89 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

= WL2/8

Maximum Moment

= 10.5 x 1.52/8 = 2.95 KN-m Maximum Shear

= WL/2 = 10.5 x 1.5/2 = 7.875 KN SECTION

INPUT

SL NO

1 2

SL NO

1

MOMENT DESIGN

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

fck N/mm2

2.95

40

200

200

160

0.58

25

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN 2 2 mm mm 7.875 402 1.26 0.70

fy Mulimit/bd2 Pt N/mm2

415

3.45

%

0.17

Ptmini %

0.20

req Check for tension reinforceme pt nt mm2 Astmini 52.86

Bottom

SHEAR DESIGN

τv N/mm

τc max 2

0.25

N/mm 3.1

2

for τc

Stirrup Dia mm

O.K

8

Check

Mini Shear legs Spacing Of Spacing (Nos) stirrup mm mm 2

--

453.48

0.75*d mm 120.00

300

mm

300

Spacing Provided mm 120.00

2.0 DESIGN OF LOCAL LINTEL 2.1

Opening ≤ 750mm

Depth of beam = 100mm Width of beam = 115mm Beam is designed as simply supported beam Beam supported at a distance of 200mm on both side Total length of beam = 750+200+200 = 1150mm Dead load to beam Self weight of beam

= 0.1 x 0.115x25 = 0.23 KN/m

Weight of wall above Lintel = 0.7x0.115x20 (Ht of wall-0.7m)

= 1.61 KN/m

Total Dead Load

= 1.84KN/m

Factored Load

= 1.5x1.84 = 2.76 KN/m Say 2.8 KN/m

Maximum Moment

=

WL2/8

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 90 of 92

MAYTAS NAFTOGASBUD JV

=

GSPL203-73-1514 Rev 0

2.8 x 1.1502/8

= 0.46 KN-m Maximum Shear

= WL/2 =

2.8 x 1.150/2

= 1.61 KN

Local Lintel < = 750mm opening INPUT

SL NO

1 2

SL NO

1

SECTION

MOMENT DESIGN

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

fck N/mm2

0.46

40

115

100

60

1.12

25

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 1.61 100.48 1.46 0.73

fy Mulimit/bd2 Pt N/mm2

415

3.45

%

0.33

Ptmini %

0.20

req Check for tension reinforceme pt nt mm2 OK

22.64

0.75*d mm

300

Bottom

SHEAR DESIGN

τv

τc max

N/mm2

N/mm2

for τc

Stirrup Dia mm

0.23

3.1

O.K

8

Check

Mini Shear legs Spacing Of Spacing (Nos) stirrup mm mm 2

--

788.66

45.00

mm

300

Spacing Provided mm 40.00

2.2 Opening ≤ 1000mm Depth of beam = 150mm Width of beam = 230mm Beam is designed as simply supported beam Beam supported at a distance of 200mm on both side Total length of beam = 1000+200+200 = 1450mm Dead load to beam Self weight of beam

= 0.15 x 0.23x25 = 0.86 KN/m

Weight of wall above Lintel = 0.7x0.23x20 (Ht of wall-0.7m)

= 3.22 KN/m

Total Dead Load

= 4.08 KN/m

Factored Load

= 1.5x4.08 = 6.12 KN/m Say 6.2 KN/m

Maximum Moment

= WL2/8 =

6.2 x 1.4502/8

= 1.62 KN-m Maximum Shear

= WL/2 = 6.2 x 1.450/2 = 4.50 KN

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 91 of 92

MAYTAS NAFTOGASBUD JV

GSPL203-73-1514 Rev 0

Local Lintel < = 1000mm opening INPUT

SL NO

1 2

SL NO

1

SECTION

MOMENT DESIGN

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

fck N/mm2

1.62

40

230

150

110

0.59

25

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 4.5 100.48 0.40 0.44

fy Mulimit/bd2 Pt N/mm2

415

3.45

%

0.17

Ptmini %

0.20

req Check for tension reinforceme pt nt mm2 Astmini 42.54

Bottom

SHEAR DESIGN

τv N/mm

τc max 2

N/mm

0.18

2

3.1

for τc

Stirrup Dia mm

O.K

8

Check

Mini Shear legs Spacing Of Spacing (Nos) stirrup mm mm 2

--

394.33

0.75*d mm 83.00

300

mm

300

Spacing Provided mm 80.00

2.3 Opening ≤ 1500mm Depth of beam = 230mm Width of beam =300mm Beam is designed as simply supported beam Beam supported at a distance of 200mm on both side Total length of beam = 1500+230+230 = 1960mm Dead load to beam Self weight of beam

= 0.23 x 0.3x25 = 1.725 KN/m

Weight of wall above Lintel = 0.7x0.23x20 (Ht of wall-0.7m)

= 3.22 KN/m

Total Dead Load

= 4.945 KN/m

Factored Load

= 1.5x4.945 = 7.42 KN/m Say 7.3 KN/m

Maximum Moment

=

WL2/8

=

7.3 x 1.9602/8

= 3.50 KN-m Maximum Shear

= WL/2 = 7.3 x 1.960/2 = 7.154 KN

DESIGN CALCULATIONS FOR CONTROL ROOM BUILDING

Page 92 of 92