Gspl203-73-1506 R-1

MAYTAS NAFTOGASBUD JV

CONTENTS 1.0 1.1 1.2 1.3 2.0

GSPL203-73-1506 Rev 1

PAGE NO

INTRODUCTION........................................................................................................................................................... 3 GENERAL ....................................................................................................................................................................... 3 DESIGN PHILOSOPHY ..................................................................................................................................................... 3 REFERENCES .................................................................................................................................................................. 3 INPUT LOAD CALCULATION................................................................................................................................... 4

2.1 DEAD LOAD ......................................................................................................................................................................... 4 2.2 LIVE LOAD (LL) ............................................................................................................................................................ 4 2.3 WIND LOAD (WL) ......................................................................................................................................................... 5 2.4 SEISMIC LOAD ............................................................................................................................................................... 8 3.0 VIEWS ................................................................................................................................................................................. 10 3.1 ISOMETRIC VIEW ............................................................................................................................................................... 10 3.2 NODE NUMBERS & BEAM NUMBERS ................................................................................................................................. 10 3.4 STAAD INPUT ..................................................................................................................................................................... 11 4.0 DESIGN CALCULATION ................................................................................................................................................ 16 4.1 SLAB DESIGN .................................................................................................................................................................... 16 4.2 DESIGN OF BEAM ......................................................................................................................................................... 19 4.2.1 PLINTH BEAM @ EL +99.95 (PB1) ................................................................................................................................ 19 4.2.2 PLINTH BEAM @ EL +99.95 (PB2) ................................................................................................................................ 20 4.2.3 ROOF BEAM @ EL +103.00 (RB1) .......................................................................................................................... 20 4.2.4 ROOF BEAM @ EL +103.00 (RB2) ......................................................................................................................... 20 4.3 DESIGN OF FOOTING ................................................................................................................................................... 21 5.0 STAAD OUTPUT ............................................................................................................................................................... 26 5.1 DESIGN OF COLUMNS......................................................................................................................................................... 26 5.2 SUPPORT REACTIONS ................................................................................................................................................... 30 5.3 BEAM – SECTION FORCES ............................................................................................................................................ 33 6.0 CONCLUSION ................................................................................................................................................................... 34

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

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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 Bharuch Anand– 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 Pipe-line to village Pipli at chainage 89.67 Km (Receiving Station at Jamnagar) and subsequently to Reliance Receiving Station (at Reliance premises)

The purpose of this document is for providing the Design and Details of Guard Room for SV1 Station in Bodi Ghodi at Chainage 21.75 Km. 1.2 Design Philosophy The Guard Room Building is a simple RCC structure comprising of Columns, Beams at different levels, Slab and Footings. This structure has been designed using Staad-Pro Computer Software. The height of the building is 3.00 m from FFL. The Column Foundations has been designed as Isolated Footing at a depth of 0.85m below NGL. The Safe Bearing Capacity has been taken as 50 T/m2 as per Soil Investigation Report. Wind Pressure Calculation shall be based on basic wind speed of 50m/s and Wind Load Analysis has been done accordingly. Seismic Analysis has been done for Zone IV and it is found to be critical and has been designed accordingly.

1.3 References IS : 456-2000

.

Code of practice of plain and reinforce concrete.

IS 1905-1987

Code of Practice for Structural Use of Un-reinforced Masonry

SP -16

Design Aids for Reinforced Concrete to IS:456-1978

IS : 875-1987

(Parts I to V) Code of practice for Design loads (other than earthquake) for Buildings and Structures

IS : 1893 Pt.I-2002 Criteria for Earthquake Resistant Design of Structure. IS :13920

Code of practice for ductile detailing of RCC Structures subjected to Seismic forces

Job 7/06-07

Geotechnical/Soil Investigation Report of M. K.. Soil Test Laboratory, Ahmedabad-7

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2.0 Input Load Calculation The loads applied on the structure are Dead Loads, Live Loads , Wind Loads & Seismic loads in both the directions

2.1 Dead Load At Plinth Level (At EL: +99.95 (TOC)): Self Wt. of wall over the Plinth Beam

At Roof Level (At EL: +103.00 (TOC)): Self Wt. of Slab Roof Water Proofing Load Total Load Parapet wall load BM due to Parapet and Slab on overhang Reaction due to parapet and slab Break -up Details of Roof Water Proofing: PCC 0.05x24 Bitumen I Course 2 Bitumen (3 Layers) @ 0.012 KN/m (2nd, 4th, 6th) APP membrane 2 Nos x 0.15 KN/m2 (3rd, 5th) 12mm tk. Plaster 0.012x24 Brick tiles - 3mm tk. 0.03x20 Total

= 0.23x2.7x1x20 = 12.42 KN/m

= = = = = = = = = =

3 KN/m 2 2 KN/m 2 5 KN/m 0.6x0.1x1x25 1.5 KN/m 2 1.5x0.6+5x0.6 /2 1.80 KN.m 1.5+5x0.6 4.5 KN.m

= =

1.2 KN/m 2 0.004 KN/m

=

0.036 KN/m

= = = = Say

0.12x25 2

2

0.308 0.288 0.1 1.936 2

2

2

KN/m 2 KN/m 2 KN/m KN/m

2

= 0.75 KN/m 2 = 0.75x0.6 /2 = 0.135 KN.m = 0.75*0.6 = 0.45 KN

2

2.2 Live Load (LL) At Roof Level (At EL: +103.00 (TOC)): Live load BM due to Slab LL on overhang Reaction due to LL on overhang

(For Non- accessible roof)

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2.3 Wind Load (WL) Wind Load Calculation: Basic Wind Speed Vb = Risk Cofficient K1 = Terrain height and structure Size Factor K2 = Topography Factor K3 = Length of Building L = Width of Building W = Height to parapet h = Width of column B = Depth of column D = Design Wind Speed = Vb X K1 X K2 X K3 = 55.125 m/s 2 Design Wind Pressure Pz = 0.6 Vz 2 Pz = 1823.259 N/m 2 = 1.823 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

50 1.05 1.05 1 3.5 2.5 3.58 0.3 0.3

m/s

m m m m m

C

θ A Windward Side

B Leeward Side

X

Z h/w (3.58/2.5 ) l/w (3.5/2.5)

Wind Angle

D = = 0.5 <

= A B

Wind Angle

0' = =

= C D

1.432 1.4 h/w < 1.5 1< l/w < 1.5

0.7 -0.25 90'

= =

0.7 -0.25

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Load Case 1:WL: +Z (0'IS) Wind Angle = 0 B

-0.5

0.7 1.2

C

A

-0.25 0.25

D

Influence width = 1.75 m Force on member AB = Pressure coefficient x A x wind pressure = 1.2x1.75x1.823 = 3.83 KN/m Force on member CD = 0.25 *1.75*1.823 = 0.80 KN/m 2 BM due to wind on parapet = 1.823*0.6 /2*1.2 = Force due to wind = 1.823*0.6*1.2 =

Load Case 2:WL: +Z (0'IP) Wind Angle = 0 B

0.7

0.39 KN.m 1.31 KN/m

C

-0.25

+0.5

0.2

0.75 A

D

Influence width = 1.75 m Force on member AB= Pressure coefficient x A x wind pressure = 0.2x1.75x1.823 = 0.64 KN/m Force on member CD= Pressure coefficient x A x wind pressure = 0.75x1.75x1.823 = 2.39 KN/m BM due to wind on parapet = 0.39 KN.m Force due to wind = 1.31 KN/m

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Load Case 3: WL: +X (90' IS) Wind Angle = 90' B

0.7

C

-0.25

-0.5

1.2

0.25 A

D

Influence width = 1.25 m Force on member AB= Pressure coefficient x A x wind pressure = 1.2x1.25x1.823 = 2.73 KN/m Force on member CD= Pressure coefficient x A x wind pressure = 0.25x1.25x1.823 = 0.57 KN/m BM due to wind on parapet = 0.39 KN.m Force due to wind = 1.31 KN/m

Load Case 4: WL: +X (90' IP) Wind Angle = 90' B

+0.5

0.7 0.2

C

A

-0.25

D

0.75

Influence width = 1.25 m Force on member AB= Pressure coefficient x A x wind pressure = 0.2x1.25x1.823 = 0.46 KN/m Force on member CD= Pressure coefficient x A x wind pressure = 0.75x1.25x1.823 = 1.71 KN/m BM due to wind on parapet = 0.39 KN.m Force due to wind = 1.31 KN/m

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2.4 Seismic Load For Seismic Analysis, following factors has been considered as per IS 1893-2002 Pt.I Seismic Zone factor for Zone IV Perfomance Factor RF Importance Factor I Soil Interaction factor SS Type of Structure ST Damping Ratio DM

= = = = = =

0.24 3 1.5 1 (For Hard soil, SS =1) 1 (For RCC Framed Structure) 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 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) 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)

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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 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) 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)

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3.0 VIEWS 3.1 Isometric View

Y X Z

Load 1

3.2 Node Numbers & Beam Numbers

10 9

12

9 12 11

10 17 11

13

19 2 14 1

4

1

23 3

21

Y

13

X Z

4

2 3

22

14

24

16

Load 1 15

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3.4 Staad Input STAAD SPACE START JOB INFORMATION ENGINEER DATE 18-Jun-07 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1 0 0 0; 2 3.27 0 0; 3 0 0 2.27; 4 3.27 0 2.27; 9 0 3.05 0; 10 3.27 3.05 0; 11 0 3.05 2.27; 12 3.27 3.05 2.27; 13 0 -2.05 0; 14 3.27 -2.05 0; 15 0 -2.05 2.27; 16 3.27 -2.05 2.27; MEMBER INCIDENCES 1 1 2; 2 3 4; 3 1 3; 4 2 4; 9 9 10; 10 11 12; 11 9 11; 12 10 12; 13 1 9; 14 3 11; 17 2 10; 19 4 12; 21 13 1; 22 15 3; 23 14 2; 24 16 4; DEFINE MATERIAL START ISOTROPIC CONCRETE E 2.5e+007 POISSON 0.2 DENSITY 25 ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL MEMBER PROPERTY INDIAN 13 14 17 19 21 TO 24 PRIS YD 0.3 ZD 0.3 MEMBER PROPERTY INDIAN 9 TO 12 PRIS YD 0.3 ZD 0.23 1 TO 4 PRIS YD 0.5 ZD 0.23 CONSTANTS MATERIAL CONCRETE MEMB 1 TO 4 9 TO 14 17 19 21 TO 24 SUPPORTS 13 TO 16 FIXED *************************************************************************** DEFINE 1893 LOAD ZONE 0.24 RF 3 I 1.5 SS 1 ST 1 DM 0.05 SELFWEIGHT MEMBER WEIGHT 1 TO 4 UNI 12.42 9 TO 12 UNI 4.5 FLOOR WEIGHT YRANGE 3.05 3.05 FLOAD 5 **************************************************************************** LOAD 1 SEISMIC LOAD X DIRN 1893 LOAD X **************************************************************************** LOAD 2 SEISMIC LOAD Z DIRN 1893 LOAD Z **************************************************************************** LOAD 3 DEAD LOAD SELFWEIGHT Y -1 MEMBER LOAD *******************LOAD ON PLINTH BEAM***************************************** 1 TO 4 UNI GY -12.42 ****************LOAD ON ROOF********************************************** ****************LOAD DUE TO PARAPET**************************************** 9 TO 12 UNI GY -4.5 ****************LOAD DUE TO ROOF SLAB**************************************** FLOOR LOAD YRANGE 3.05 3.05 FLOAD -5 GY MEMBER LOAD 10 UMOM GX 1.8 9 UMOM GX -1.8 12 UMOM GZ -1.8 11 UMOM GZ 1.8 ***************************************************************************** LOAD 4 LIVE LOAD FLOOR LOAD YRANGE 3.05 3.05 FLOAD -0.75 GY MEMBER LOAD

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10 UMOM GX 0.135 9 UMOM GX -0.135 12 UMOM GZ -0.135 11 UMOM GZ 0.135 9 TO 12 UNI GY -0.45 **************************************************************************** LOAD 5 WL:+Z(0'IS) MEMBER LOAD 17 UNI GZ 3.83 13 UNI GZ 3.83 19 UNI GZ -0.8 14 UNI GZ -0.8 9 UMOM GX 0.39 10 UMOM GX 0.39 9 10 UNI GZ 1.31 **************************************************************************** **************************************************************************** LOAD 6 WL:+Z(0'IP) MEMBER LOAD 17 UNI GZ 0.64 13 UNI GZ 0.64 19 UNI GZ 2.39 14 UNI GZ 2.39 9 UMOM X 0.39 10 UMOM X 0.39 9 10 UNI GZ 1.31 **************************************************************************** **************************************************************************** LOAD 7 WL:+X(90'IS) MEMBER LOAD 14 UNI GX 2.73 13 UNI GX 2.73 19 UNI GX -0.57 17 UNI GX -0.57 11 UMOM GZ -0.39 12 UMOM GZ -0.39 11 12 UNI GX 1.31 **************************************************************************** LOAD 8 WL:+X(90'IP) MEMBER LOAD 14 UNI GX 0.46 13 UNI GX 0.46 19 UNI GX 1.71 17 UNI GX 1.71 11 UMOM GZ -0.39 12 UMOM GZ -0.39 11 12 UNI GX 1.31 *************************************************************************** **************FACTORED 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))

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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) 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 46 (1.0DL+1.0LL) 3 1.0 4 1.0

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LOAD COMB 47 (1.0DL+ 1.0EQ:+X) 3 1.0 1 1.0 LOAD COMB 48 (1.0DL+ 1.0EQ:+Z) 3 1.0 2 1.0 LOAD COMB 49 (1.0DL+ 1.0EQ:+X) 3 1.0 1 1.0 LOAD COMB 50 (1.0DL+ 1.0EQ:+Z) 3 1.0 2 1.0 LOAD COMB 51 (1.0DL+ 1.0WL:+Z(0'IS)) 3 1.0 5 1.0 LOAD COMB 52 (1.0DL+ 1.0WL:+Z(0'IP)) 3 1.0 6 1.0 LOAD COMB 53 (1.0DL+ 1.0WL:+X(90'IS)) 3 1.0 7 1.0 LOAD COMB 54 (1.0DL+ 1.0WL:+X(90'IP)) 3 1.0 8 1.0 LOAD COMB 55 (1.0DL+ 1.0WL:+Z(0'IS)) 3 1.0 5 1.0 LOAD COMB 56 (1.0DL+ 1.0WL:+Z(0'IP)) 3 1.0 6 1.0 LOAD COMB 57 (1.0DL+ 1.0WL:+X(90'IS)) 3 1.0 7 1.0 LOAD COMB 58 (1.0DL+ 1.0WL:+X(90'IP)) 3 1.0 8 1.0 LOAD COMB 59 (1.0DL+1.0LL+1.0EQ:+X) 3 1.0 4 1.0 1 1.0 LOAD COMB 60 (1.0DL+1.0LL+1.0EQ:+Z) 3 1.0 4 1.0 2 1.0 LOAD COMB 61 (1.0DL+1.0LL+1.0WL:+Z(0'IS)) 3 1.0 4 1.0 5 1.0 LOAD COMB 62 (1.0DL+1.0LL+1.0WL:+Z(0'IP)) 3 1.0 4 1.0 6 1.0 LOAD COMB 63 (1.0DL+1.0LL+1.0WL:+X(90'IS)) 3 1.0 4 1.0 7 1.0 LOAD COMB 64 (1.0DL+1.0LL+1.0WL:+X(90'IP)) 3 1.0 4 1.0 8 1.0 LOAD COMB 65 (1.0DL+1.0EQ:-X) 3 1.0 -1 1.0 LOAD COMB 66 (1.0DL+1.0EQ:-Z) 3 1.0 -2 1.0 LOAD COMB 67 (1.0DL+1.0EQ:-X) 3 1.0 -1 1.0 LOAD COMB 68 (1.0DL+1.0EQ:-Z ) 3 1.0 -2 1.0 LOAD COMB 69 (1.0DL+ 1.0WL:-Z(0'IS)) 3 1.0 -5 1.0 LOAD COMB 70 (1.0DL+ 1.0WL:-Z(0'IP)) 3 1.0 -6 1.0 LOAD COMB 71 (1.0DL+ 1.0WL:-X(90'IS)) 3 1.0 -7 1.0 LOAD COMB 72 (1.0DL+ 1.0WL:-X(90'IP)) 3 1.0 -8 1.0 LOAD COMB 73 (1.0DL+ 1.0WL:-Z(0'IS)) 3 1.0 -5 1.0 LOAD COMB 74 (1.0DL+ 1.0WL:-Z(0'IP)) 3 1.0 -6 1.0 LOAD COMB 75 (1.0DL+ 1.0WL:-X(90'IS)) 3 1.0 -7 1.0 LOAD COMB 76 (1.0DL+ 1.0WL:-X(90'IP)) 3 1.0 -8 1.0 LOAD COMB 77 (1.0DL+1.0LL+1.0EQ:-X) 3 1.0 4 1.0 -1 1.0 LOAD COMB 78 (1.0DL+1.0LL+1.0EQ:-Z) 3 1.0 4 1.0 -2 1.0 LOAD COMB 79 (1.0DL+1.0LL+1.0WL:-Z(0'IS)) 3 1.0 4 1.0 -5 1.0

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LOAD COMB 80 (1.0DL+1.0LL+1.0WL:-Z(0'IP)) 3 1.0 4 1.0 -6 1.0 LOAD COMB 81 (1.0DL+1.0LL+1.0WL:-X(90'IS)) 3 1.0 4 1.0 -7 1.0 LOAD COMB 82 (1.0DL+1.0LL+1.0WL:-X(90'IP)) 3 1.0 4 1.0 -8 1.0 ********************************************************************************* ********************************************************************************* ********************************************************************************* PERFORM ANALYSIS PRINT ANALYSIS RESULTS START CONCRETE DESIGN CODE INDIAN FC 25000 MEMB 1 TO 4 9 TO 12 21 TO 24 FYMAIN 415000 MEMB 1 TO 4 9 TO 12 21 TO 24 DESIGN BEAM 1 TO 4 9 TO 12 DESIGN COLUMN 13 14 17 19 21 TO 24 END CONCRETE DESIGN FINISH

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4.0 DESIGN CALCULATION 4.1 Slab Design Thickness of slab, Thk

=

120

mm

Clear cover

=

20

mm

Assumed Dia of Main bar

=

8

mm

Assumed Dia of secondary bar

=

8

mm

Effective length in shorter-direction, Eff Lx

=

2.27

Effective length in Longer direction, Eff Ly

=

Top Reinforcement:

Dead load

m

3.27

m

3.00

kN/m

2

Finished load, FL

=

2.00

kN/m

2

Live load, LL

=

1.50

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

=

9.75

=

1.44

=

All edges Discontinuous

shorterside of edge2,α x +

=

0.0870

longer side of edge2,α y+

=

0.0560

3

kN/m

2

2

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

=

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

Select sides of the slab : DL+LL+FL

discontinuous

discontinuous

2.27 m in lx-direction

DL + LL+FL

discontinuous

discontinuous

3.27 m in ly-direction

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 16 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1 cl2

discontinuous

cs1

cs2

y

discontinuous

2.27

discontinuous

x

3.27

discontinuous cl1 Note:

Refer to Text Book "R.C Design by unnikrishna pillai & devdas menon"

Dead load '+ve' beinding moment, Mx+

=

αx x w x Lx

Dead load '+ve' beinding moment, MY+

= =

4.37 kN m + 2 αy x w x Lx

=

2.81

Dead load Shear force in X-dir

=

Vu

= Dead load Shear force in Y-dir Vu

+

2

kN m

w x lx /2 11.07

=

kN

w x ly /2

=

15.94

kN

Assume dia of bar

=

8

mm

Effective Thickness of the Slab

=

120 - 20 - 8-8 / 2

Check for Slab Thickness

for shorter direction

=

88

Effective depth required for Slab

=

v (Mux/0.138xfckx1000))

=

35.59

d-reqd

mm

mm

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

dx

=

96.000

mm

dy

=

88.000

mm

=

( 0.5 fck/fy ) x [ 1-v( 1 - (4.6Mu/(fck x 1000 x d )) ) ] x 1000d mm2 / m 129.05

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

(a) Area of Steel Mx+ AstR Required spacing of steel

S

(b) Area of Steel My+

AstR

Required spacing of steel

S

=

2

389.31 =

mm 2

( 0.5 fck/fy ) x [ 1-v( 1 - (4.6Mu/(fck x 1000 x d )) ) ] x 1000d 2

=

90.13

mm / m

=

557.43

mm

Minimum percentage of steel is

=

0.12

Minimun area of the steel

=

0.12 % x b x D

= =

0.12x 1000 x 120/ 100 mm2 / m 115.2

AstM

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 17 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

Higher value of Ast is provided, AstP

=

Maximum allowable spacing

=

mm2 / m

129.05

provide 8 mm dia bar at

250

mm c/c on +ve and -ve reinforcement

3d or 300 mm whichever is lesser

Cls 26.3

Spacing is less than maximum spacing, OK Provide 8mm Dia bar @ 250 mm c/c as Main steel Provide 8mm Dia bar @ 250 mm c/c as Distribution Steel Shear Check Check for shear in X-direction: Designed Shear Force

=

k τc bd , k and τc are calculated below

Ast Provided

=

Percentage of Steel Provided Pt

=

100xAst/bxd

250 mm

(IS 456-2000-Table -23)

2

=

0.26041667

k

=

1.300

Refer Cls 40.2

τc

=

0.212

N/mm2

24.25

KN

(Refer IS 456-2000-Table 23)

= Vult

Vu

=

=

Vult > Vu

15.94

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

20

=

(Ast provided = Ast required)

2.27 0.147 2

=

40

=

25.80

(From IS 456-2000-Fig-4 )

(20x2.0) (l/d)provided (2.27 X 1000)/88 (l/d)provided

< (l/d)max

Hence it is Safe.

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 18 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

Design of Parapet wall/Slab: 2 BM due to Wind Load on Parapet 1.412x0.6 /2x1.2 D=100mm; Effective Depth = 100-20-8/2 =76mm 2 Mu/bd 1.5x0.3x10^6/1000x76^2 From SP16, Tab 3, For M25 & Fe415, Pt Provide Min. Reinforcement

= 0.30

KN.m

= = = =

mm

0.08 0.084 0.12% 91.2

2

Provide #8 @ 200 c/c

Design of Cantilever Slab: Dead Load Self Wt. of Slab Floor Finish load Total Load Parapet Wall Load 0.6x0.1x1x25 BM due to Parapet and Slab

= = = = = = =

0.12x25 2

3 KN/m 2 2 KN/m 2 5 KN/m 1.5 KN/m 2 1.5x0.6+5x0.6 /2 1.8 KN/m

Live Load BM due to Slab LL on overhang

= = = Total BM due to DL & LL = Depth of Slab =120 mm Eff. Depth = = Mu/bd2 = From SP 16, Tab 3, For M25, Pt = Provide Min. Reinforcement = Reinforcement reqd. = Hence, # 8 @ 200 c/c is sufficient.

0.75 2 0.75x0.6 /2 0.135 1.935 120-20-8/2 96 0.315 0.099 0.12% 115.2

KN/m

2

KN.m KN.m mm

mm

2

4.2 DESIGN OF BEAM 4.2.1 Plinth Beam @ EL +99.95 (PB1) SECTION

INPUT

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

1 2

53.10 31.57

48 48

230 230

500 500

452 452

1.14 0.68

2

fck N/mm2

25 25

fy Mulimit/bd2 N/mm2

415 415

3.45 3.45

Pt %

Ptmini %

req tension Check for reinforce pt ment mm2

0.33 0.19

0.20 0.20

OK 347.54 Astmini 202.34

Top Reinf At Support Bottom Reinf at Mid Span

SHEAR DESIGN

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 61.756 400 0.38 0.44

τv N/mm 0.59

τc max 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

300.00

--

0.75*d mm 339.00

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

300 mm

Spacing Provided mm

300

300.00

Page 19 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

.

4.2.2 Plinth Beam @ EL +99.95 (PB2) SECTION

INPUT

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd2

fck N/mm2

1 2

44.76 36.61

48 48

230 230

500 500

452 452

0.96 0.78

25 25

fy Mulimit/bd2 N/mm2

415 415

3.45 3.45

Pt %

Ptmini %

0.28 0.22

0.20 0.20

Req tension Check for reinforce pt ment mm2 OK OK

289.84 233.29

Top Reinf Bottom Reinf

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 60.987 400 0.38 0.44

τv

τc max

N/mm

2

0.59

N/mm

2

3.1

for τc

Stirrup Dia mm

O.K

8

Check

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

300.00

--

0.75*d mm 339.00

300 mm

Spacing Provided mm

300

300.00

4.2.3 Roof Beam @ EL +103.00 (RB1) INPUT

SECTION

SL NO

Mu KN-m

Effective cover mm

1 2

31.24 13.95

38 38

MOMENT DESIGN

b mm

D mm

d mm

Mu/bd2

fck N/mm2

230 230

500 500

462 462

0.64 0.29

25 25

fy Mulimit/bd2 N/mm2

415 415

3.45 3.45

Pt %

Ptmini %

req tension Check for reinforce pt ment mm2

0.18 0.08

0.20 0.20

Astmini 194.26 Astmini 86.52

Top Reinf Bottom Reinf

0.75*d mm

300 mm

Spacing Provided mm

300

300.00

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 36.189 400 0.38 0.43

τv N/mm

τc max 2

0.34

N/mm

2

3.1

for τc

Stirrup Dia mm

O.K

8

Check

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

--

394.33

347.00

4.2.4 Roof Beam @ EL +103.00 (RB2) INPUT

SECTION

MOMENT DESIGN

SL NO

Mu KN-m

Effective cover mm

b mm

D mm

d mm

Mu/bd

fck N/mm2

1 2

25.94 16.38

38 38

230 230

500 500

462 462

0.53 0.34

25 25

2

fy Mulimit/bd2 N/mm2

415 415

3.45 3.45

Pt %

Ptmini %

req tension Check for reinforce pt ment mm2

0.15 0.10

0.20 0.20

Astmini 159.99 Astmini 101.68

Top Reinf Bottom Reinf

0.75*d mm

300 mm

Spacing Provided mm

300

300.00

SHEAR DESIGN

SL NO

1

Ast Pt Vu at provided provided τc at at support 2 support support N/mm KN mm2 mm2 33.019 400 0.38 0.43

τv

τc max

N/mm2

N/mm2

for τc

Stirrup Dia mm

0.31

3.1

O.K

8

Check

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

--

394.33

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

347.00

Page 20 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

4.3 DESIGN OF FOOTING Fz

Fy

Foundation Dimension: Fx Base

Pedestal

Lx (m)

1.50

Lz (m)

1.50

Px (m)

0.30

Pz (m)

0.30

FGLx

h1 (m)=

0.00

h2 (m)=

2.00

D (m)= 0.35

Design Summary: 2 179.34 KN/m

Max Bearing Press.: Min Bearing Press.:

2 92.19 KN/m

Min Contact Length:

100%

Mz1 X-Axis Mx1

Soil Properties

Z-Axis 500.0

KN/m2

532.4

KN/m2

657.4

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

16

KN/m3

Density of Concrete

25

KN/m3

Mx

Mz

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

Case I (DL+LL)

16/46

2.82

83.00

1.35

0.89

1.87

Case II (DL+LL+WL)

16/80

2.82

100.78

7.92

8.67

1.87

Case III (DL+LL+EQ-Z)

16/60

2.819

118.027

13.4

15.043

1.873

LC No.

Fx

Fy

Fz

Mx

Mz

Case I (DL+LL)

16/46

4.23

124.50

2.02

1.34

2.81

Case II (DL+LL+WL)

16/80

4.23

151.17

11.89

13.01

2.81

Case III (DL+LL+EQ-Z)

16/60

4.23

177.04

20.10

22.56

2.81

Factored Loads (in KN m)

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 21 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

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

=

3.7

KN

Weight of Footing

=

19.7

KN

57.7

KN

81.1

KN

Weight of Imposed Earth above footing

= TOTAL =

Case I: Axial load P = Fy + SubStructure Load

=

164.1 KN

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

3.59 KNm

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

7.51 KNm

Eccentricity,

ex = Mz1 / P ez = Mx1 / P

=

0.046

m < Lx / 6

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

100%

=

0.022

m < Lz / 6

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

100%

ex / Lx = ez / Lz =

0.031

From Table, K=

1.26

(From Handbook of concrete by Mark Fintel page 147 Fig 5-16)

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

0.015

92.19 KN/m2 < q =>

all =

q safe + γ x h2

Hence Satisfactory

Case II: Axial load P = Fy + SubStructure Load

=

181.9 KN

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

24.52 KNm

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

7.51 KNm

Eccentricity,

ex = Mz1 / P ez = Mx1 / P

=

0.041

m < Lx / 6

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

100%

=

0.135

m < Lz / 6

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

100%

ex / Lx = ez / Lz =

0.028

From Table, K=

1.69

(From Handbook of concrete by Mark Fintel page 147 Fig 5-16)

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

0.090

136.39 KN/m2 < q =>

q safe + γ x h2

all =1.25*

Hence Satisfactory

Case III: Axial load P = Fy + SubStructure Load

=

199.2 KN

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

41.843 KNm

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

7.51 KNm

Eccentricity,

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

=

0.038

m < Lx / 6

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

100%

=

0.210

m < Lz / 6

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

100%

0.025 0.140

From Table, K=

2.03

(From Handbook of concrete by Mark Fintel page 147 Fig 5-16)

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

179.34 KN/m2 < q =>

all =

1.25*q safe + γ x h2

Hence Satisfactory

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 22 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

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 34.41 KN/m

65.00 mm

Effective Depth d =(D - C - φ/2)=

0.28 m

Projected Length of Base:

ax az

=

0.6 m

=

0.6 m

ax

Flexure Section

Case I: Factor for Substructure Load =

1.5 2 51.62 KN/m

Factored ws = fws = Axial load P = Fy + SubStructure Load

Flexure Shear

d

246.2

KN

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

=

5.385

KNm

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

11.267

KNm

qm

qs

qma

Base Pressure Distribution Diagram

Eccentricity,

ex = Mz1 / P ez = Mx1 / P

(m) =

0.046

(m) =

0.022

ex / Lx = e z / Lz =

0.031

From Table,

0.015

qmax qmin

K=

1.26

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

138.29

= (KN/m2)

79.82

=

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

14.20 KNm / Unit Width

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

14.20 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 =

25.81 KN / Unit Width

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

25.81 KN / Unit Width

Case II: Factor for Substructure Load =

1.5 2 51.62 KN/m

Factored ws = fws = Axial load P = Fy + SubStructure Load

=

272.9

KN

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

36.7815 KNm

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

11.2665 KNm

Eccentricity,

ex = Mz1 / P ez = Mx1 / P

(m) =

0.041

(m) =

0.135

ex / Lx = e z / Lz =

0.028

From Table,

0.090

qmax qmin

K=

1.69

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

204.59

= (KN/m2)

35.86

=

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

23.49 KNm / Unit Width

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

23.49 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 =

43.31 KN / Unit Width

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

43.31 KN / Unit Width

Case III: Factor for Substructure Load =

1.5 2 51.62 KN/m

Factored ws = fws = Axial load P = Fy + SubStructure Load

=

298.7

KN

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

62.7645 KNm

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

11.2665 KNm

Eccentricity,

ex = Mz1 / P ez = Mx1 / P

(m) =

0.038

(m) =

0.210

ex / Lx = e z / Lz =

0.025

From Table,

0.140

qmax qmin

K=

2.03

= K x P / Lx * Lz (KN/m2) = 2

= (KN/m )

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

=

269.01 1.17

Page 23 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

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

32.70 KNm / Unit Width

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

32.70 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 =

60.58 KN / Unit Width

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

60.58 KN / Unit Width

Bottom Reinforcement: X-Direction: Maximum Moment Mx = 2 q n = Mu/bd =

32.70 KNm / Unit Width

Required

ρ = ρmin =

0.42 N/Sqmm.

Ast = ρ x b x d = Ast (min) =

0.00121 0.0012

2 336.4 mm

Providing Bar :

2 334.8 mm

Spacing Required = 336.18

# 12 mm

Hence Adopt #12 @ 336mm c/c both sides However, Provide #12 @ 200 c/c BW Z-Direction: Maximum Moment Mx = 2 q n = Mu/bd =

32.70 KNm / Unit Width

Required

ρ = ρmin =

0.42 N/Sqmm.

Ast = ρ x b x d = Ast (min) =

0.00121 0.0012

2 336.4 mm

Providing Bar :

2 334.8 mm

Spacing Required =

# 12 336.18

mm

Hence Adopt #12 @ 336mm c/c both sides However, Provide #12 @ 200c/c BW One-way Shear Check : Maximum Shear Force at 'd' distance from Pedestal face = V =

60.58 KN / Unit Width

Nominal Shear Stress

2 0.22 N/mm

Design Shear Srength of Concrete

2 0.26 N/mm

'=> Hence Satisfactory Top Reinforcement: Maximum

fws

=

51.62

KN/m2

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

=

9.29 KNm

2 z /2)

=

9.29 KNm

BM in Z - Direction = (fws x a

X-Direction: Maximum Moment Mx = 2 q n = Mu/bd =

9.29 KNm / Unit Width

Required

0.12 N/Sqmm.

ρ = ρmin =

Ast = ρ x b x d = Ast (min) =

0.00035 0.0012

2 97.8 mm 2 334.8 mm

Providing Bar :

# 10

Spacing Required =

234.56

mm

Hence Adopt #10 @ 235mm c/c both sides However, Provide #10 @ 200c/c

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 24 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

Z-Direction: Maximum Moment Mx = 2 q n = Mu/bd =

9.29 KNm / Unit Width

Required

ρ = ρmin =

0.12 N/Sqmm. 2 97.8 mm

Ast = ρ x b x d = Ast (min) =

0.00035 0.0012

2 334.8 mm

Providing Bar :

# 10

Spacing Required =

234.56

mm

Hence Adopt #10 @ 235mm c/c both sides However, Provide #10 @ 200c/c Punching Shear Check : Shear at 'd/2' distance from the col face =

258.80 KN

Punching Shear Stress (N/mm2)

=

0.401

Allowable Shear Stress (N/mm2)

=

1.25

'=> Hence Satisfactory. STABILITY CHECK Overturning Check Case 1 Overturning moment in' Z' direction=

7.5 KNm

Restoring moment in' Z' direction=

123.1 KNm

Factor of safety=

16.4

Overturning moment in' X' direction=

>1.5 Hence Satisfactory

3.6 KNm

Restoring moment in' X' direction=

123.1 KNm

Factor of safety=

34.3

>1.5 Hence Satisfactory

Case 2 Overturning moment in' Z' direction=

7.5 KNm

Restoring moment in' Z' direction=

136.4 KNm

Factor of safety=

18.2

Overturning moment in' X' direction=

>1.5 Hence Satisfactory

24.5 KNm

Restoring moment in' X' direction=

136.4 KNm

Factor of safety=

5.6

>1.5 Hence Satisfactory

Case 3 Overturning moment in' Z' direction=

7.5 KNm

Restoring moment in' Z' direction=

149.4 KNm

Factor of safety=

19.9

Overturning moment in' X' direction=

>1.5 Hence Satisfactory

41.8 KNm

Restoring moment in' X' direction=

149.4 KNm

Factor of safety=

3.6

>1.5 Hence Satisfactory

Sliding check Coefficient of friction=

0.5

Case 1 Total sliding force=

3.1 KN

Resisting frictional force=

82.1 KN Factor of safety=

26.3

>1.5 Hence Satisfactory

Case 2 Total sliding force=

8.4 KN

Resisting frictional force=

91.0 KN Factor of safety=

10.8

>1.5 Hence Satisfactory

Case 3 Total sliding force=

8.4 KN

Resisting frictional force=

99.6 KN Factor of safety=

11.8

>1.5 Hence Satisfactory

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 25 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

5.0 STAAD OUTPUT 5.1 Design of Columns C O L U M N

N O.

M30 LENGTH:

3050.0 mm

13

D E S I G N

R E S U L T S

Fe415 (Main) CROSS SECTION:

** GUIDING LOAD CASE:

Fe415 (Sec.)

300.0 mm X

31 END JOINT:

1

300.0 mm

COVER: 40.0 mm

SHORT COLUMN

REQD. STEEL AREA : 571.50 Sq.mm. REQD. CONCRETE AREA: 89428.50 Sq.mm. MAIN REINFORCEMENT : Provide 4 - 16 dia. (0.89%, 804.25 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 : 1385.16 Muz1 : 26.94 Muy1 : 26.94 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: 1 Puz : 1454.46 Muz : 37.34 Muy : 37.34 IR: 0.78 ============================================================================

============================================================================ C O L U M N

N O.

M30 LENGTH:

3050.0 mm

14

D E S I G N

R E S U L T S

Fe415 (Main) CROSS SECTION:

** GUIDING LOAD CASE:

Fe415 (Sec.)

300.0 mm X

29 END JOINT:

3

300.0 mm

COVER: 40.0 mm

SHORT COLUMN

STAAD SPACE

-- PAGE NO.

100

REQD. STEEL AREA : 594.73 Sq.mm. REQD. CONCRETE AREA: 89405.27 Sq.mm. MAIN REINFORCEMENT : Provide 4 - 16 dia. (0.89%, 804.25 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 : 1392.08 Muz1 : 33.57 Muy1 : 33.57 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: 3 Puz : 1454.46 Muz : 40.99 Muy : 40.99 IR: 0.82 ============================================================================

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 26 of 34

MAYTAS NAFTOGASBUD JV C O L U M N

GSPL203-73-1506 Rev 1 N O.

M30 LENGTH:

3050.0 mm

17

D E S I G N

R E S U L T S

Fe415 (Main) CROSS SECTION:

** GUIDING LOAD CASE:

Fe415 (Sec.)

300.0 mm X

28 END JOINT:

2

300.0 mm

COVER: 40.0 mm

SHORT COLUMN

REQD. STEEL AREA : 625.59 Sq.mm. REQD. CONCRETE AREA: 89374.41 Sq.mm. MAIN REINFORCEMENT : Provide 4 - 16 dia. (0.89%, 804.25 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 : 1401.27 Muz1 : 34.13 Muy1 : 34.13 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: 2 Puz : 1454.46 Muz : 40.39 Muy : 40.39 STAAD SPACE -- PAGE NO.

IR: 0.84 101

============================================================================

============================================================================ C O L U M N

N O.

M30 LENGTH:

3050.0 mm

19

D E S I G N

R E S U L T S

Fe415 (Main) CROSS SECTION:

** GUIDING LOAD CASE:

Fe415 (Sec.)

300.0 mm X

28 END JOINT:

4

300.0 mm

COVER: 40.0 mm

SHORT COLUMN

REQD. STEEL AREA : 625.59 Sq.mm. REQD. CONCRETE AREA: 89374.41 Sq.mm. MAIN REINFORCEMENT : Provide 4 - 16 dia. (0.89%, 804.25 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 : 1401.27 Muz1 : 34.13 Muy1 : 34.13 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: 4 Puz : 1454.46 Muz : 40.39 Muy : 40.39 IR: 0.84 ============================================================================

============================================================================ C O L U M N

N O.

M25 LENGTH:

2050.0 mm

21

D E S I G N

Fe415 (Main) CROSS SECTION:

** GUIDING LOAD CASE:

Fe415 (Sec.)

300.0 mm X

31 END JOINT:

13

R E S U L T S

300.0 mm

COVER: 40.0 mm

SHORT COLUMN

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 27 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

STAAD SPACE

-- PAGE NO.

102

REQD. STEEL AREA : 443.03 Sq.mm. REQD. CONCRETE AREA: 55378.45 Sq.mm. MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.50%, 452.39 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 : 1145.41 Muz1 : 22.20 Muy1 : 22.20 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: 13 Puz : 1148.22 Muz : 22.28 Muy : 22.28 IR: 0.99 ============================================================================

============================================================================ C O L U M N

N O.

M25 LENGTH:

2050.0 mm

22

D E S I G N

R E S U L T S

Fe415 (Main) CROSS SECTION:

** GUIDING LOAD CASE:

Fe415 (Sec.)

300.0 mm X

1 END JOINT:

15

300.0 mm

COVER: 40.0 mm

SHORT COLUMN

REQD. STEEL AREA : 393.06 Sq.mm. REQD. CONCRETE AREA: 49132.66 Sq.mm. MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.50%, 452.39 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 : 1005.36 Muz1 : 15.27 Muy1 : 15.27 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: 15 Puz : 1148.22 Muz : 24.06 Muy : 24.06 STAAD SPACE -- PAGE NO.

IR: 0.87 103

============================================================================

============================================================================ C O L U M N

N O.

M25 LENGTH:

2050.0 mm

23

D E S I G N

R E S U L T S

Fe415 (Main) CROSS SECTION:

** GUIDING LOAD CASE:

Fe415 (Sec.)

300.0 mm X

31 END JOINT:

14

300.0 mm

COVER: 40.0 mm

SHORT COLUMN

REQD. STEEL AREA : 443.03 Sq.mm. REQD. CONCRETE AREA: 55378.45 Sq.mm. MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.50%,

452.39 Sq.mm.)

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 28 of 34

MAYTAS NAFTOGASBUD JV

TIE REINFORCEMENT

GSPL203-73-1506 Rev 1

(Equally distributed) : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 1145.41 Muz1 : 22.20 Muy1 : 22.20 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: 14 Puz : 1148.22 Muz : 22.28 Muy : 22.28 IR: 0.99 ============================================================================

============================================================================ C O L U M N

N O.

M25 LENGTH:

2050.0 mm

24

D E S I G N

R E S U L T S

Fe415 (Main) CROSS SECTION:

** GUIDING LOAD CASE:

Fe415 (Sec.)

300.0 mm X

30 END JOINT:

16

300.0 mm

COVER: 40.0 mm

SHORT COLUMN

STAAD SPACE

-- PAGE NO.

104

REQD. STEEL AREA : 295.57 Sq.mm. REQD. CONCRETE AREA: 36946.10 Sq.mm. MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.50%, 452.39 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 : 1101.17 Muz1 : 25.82 Muy1 : 25.82 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: 16 Puz : 1148.22 Muz : 31.67 Muy : 31.67 IR: 0.81 ============================================================================

Provided column reinforcement is 4 # 16 of Longitudinal reinforcement and lateral ties #8 @ 150 c/c which is found to be more than the required.

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 29 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

5.2 Support Reactions Node 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13

L/C 46 63 81 64 82 57 53 71 75 76 54 72 58 80 61 62 79 56 74 51 52 73 55 69 70 59 77 47 65 49 67 78 60 48 66 68 50

Force-X kN 2.819 -1.532 -1.532 -2.14 -2.14 -1.456 -1.456 -1.456 -1.456 -2.063 -2.063 -2.063 -2.063 2.819 2.819 2.819 2.819 2.896 2.896 2.896 2.896 2.896 2.896 2.896 2.896 -9.236 -9.236 -9.159 -9.159 -9.159 -9.159 2.819 2.819 2.896 2.896 2.896 2.896

Force-Y kN 83.002 74.405 74.405 74.383 74.383 71.767 71.767 71.767 71.767 71.745 71.745 71.745 71.745 65.222 65.222 65.222 65.222 62.583 62.583 62.583 62.583 62.583 62.583 62.583 62.583 58.949 58.949 56.311 56.311 56.311 56.311 47.978 47.978 45.339 45.339 45.339 45.339

14 14 14 14 14 14 14 14 14 14 14 14

77 59 49 67 65 47 82 64 81 63 76 72

-14.874 -14.874 -14.951 -14.951 -14.951 -14.951 -7.452 -7.452 -8.029 -8.029 -7.529 -7.529

107.056 107.056 104.417 104.417 104.417 104.417 91.622 91.622 91.599 91.599 88.983 88.983

Force-Z Moment-X Moment-Y Moment-Z kN kNm kNm kNm 1.349 0.892 0 -1.873 1.349 0.892 -0.012 3.603 1.349 0.892 -0.012 3.603 1.349 0.892 -0.012 3.993 1.349 0.892 -0.012 3.993 1.362 0.901 -0.012 3.554 1.362 0.901 -0.012 3.554 1.362 0.901 -0.012 3.554 1.362 0.901 -0.012 3.554 1.362 0.901 -0.012 3.943 1.362 0.901 -0.012 3.943 1.362 0.901 -0.012 3.943 1.362 0.901 -0.012 3.943 -5.601 -7.126 0.019 -1.872 -4.92 -6.692 0.019 -1.872 -5.601 -7.126 0.019 -1.872 -4.918 -6.692 0.019 -1.872 -5.587 -7.117 0.019 -1.922 -5.587 -7.117 0.019 -1.922 -4.905 -6.683 0.019 -1.922 -5.587 -7.117 0.019 -1.922 -4.905 -6.683 0.019 -1.922 -4.905 -6.683 0.019 -1.922 -4.905 -6.683 0.019 -1.922 -5.587 -7.117 0.019 -1.922 1.349 0.892 0 12.704 1.349 0.892 0 12.704 1.362 0.901 0 12.654 1.362 0.901 0 12.654 1.362 0.901 0 12.654 1.362 0.901 0 12.654 -10.706 -13.258 0 -1.873 -10.706 -13.258 0 -1.873 -10.692 -13.25 0 -1.922 -10.692 -13.25 0 -1.922 -10.692 -13.25 0 -1.922 -10.692 -13.25 0 -1.922 1.349 1.349 1.362 1.362 1.362 1.362 1.349 1.349 1.349 1.349 1.362 1.362

0.892 0.892 0.901 0.901 0.901 0.901 0.892 0.892 0.892 0.892 0.901 0.901

0 0 0 0 0 0 -0.012 -0.012 -0.012 -0.012 -0.012 -0.012

16.449 16.449 16.498 16.498 16.498 16.498 7.534 7.534 7.888 7.888 7.583 7.583

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 30 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14

58 54 57 71 53 75 46 61 80 62 79 70 69 52 55 73 74 51 56 78 60 50 66 68 48

-7.529 -7.529 -8.106 -8.106 -8.106 -8.106 -2.819 -2.819 -2.819 -2.819 -2.819 -2.896 -2.896 -2.896 -2.896 -2.896 -2.896 -2.896 -2.896 -2.819 -2.819 -2.896 -2.896 -2.896 -2.896

88.983 88.983 88.961 88.961 88.961 88.961 83.002 65.222 65.222 65.222 65.222 62.583 62.583 62.583 62.583 62.583 62.583 62.583 62.583 47.978 47.978 45.339 45.339 45.339 45.339

1.362 1.362 1.362 1.362 1.362 1.362 1.349 -4.918 -5.601 -5.601 -4.918 -5.587 -4.905 -5.587 -4.905 -4.905 -5.587 -4.905 -5.587 -10.706 -10.706 -10.692 -10.692 -10.692 -10.692

0.901 0.901 0.901 0.901 0.901 0.901 0.892 -6.692 -7.126 -7.126 -6.692 -7.117 -6.683 -7.117 -6.683 -6.683 -7.117 -6.683 -7.117 -13.258 -13.258 -13.25 -13.25 -13.25 -13.25

-0.012 -0.012 -0.012 -0.012 -0.012 -0.012 0 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 0 0 0 0 0 0

7.583 7.583 7.937 7.937 7.937 7.937 1.873 1.872 1.872 1.872 1.872 1.922 1.922 1.922 1.922 1.922 1.922 1.922 1.922 1.873 1.873 1.922 1.922 1.922 1.922

15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15

60 78 48 66 50 68 62 79 80 61 55 73 70 51 74 56 52 69 46 81 63 64 82 53 75 71

2.819 2.819 2.896 2.896 2.896 2.896 2.819 2.819 2.819 2.819 2.896 2.896 2.896 2.896 2.896 2.896 2.896 2.896 2.819 -1.532 -1.532 -2.14 -2.14 -1.456 -1.456 -1.456

118.027 118.027 115.389 115.389 115.389 115.389 100.783 100.783 100.783 100.783 98.145 98.145 98.145 98.145 98.145 98.145 98.145 98.145 83.002 74.405 74.405 74.383 74.383 71.767 71.767 71.767

-13.403 -13.403 -13.417 -13.417 -13.417 -13.417 -7.924 -8.607 -7.924 -8.607 -8.621 -8.621 -7.938 -8.621 -7.938 -7.938 -7.938 -8.621 -1.349 -1.349 -1.349 -1.349 -1.349 -1.362 -1.362 -1.362

-15.043 -15.043 -15.052 -15.052 -15.052 -15.052 -8.673 -9.106 -8.673 -9.106 -9.115 -9.115 -8.681 -9.115 -8.681 -8.681 -8.681 -9.115 -0.892 -0.892 -0.892 -0.892 -0.892 -0.901 -0.901 -0.901

0 0 0 0 0 0 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0 0.012 0.012 0.012 0.012 0.012 0.012 0.012

-1.873 -1.873 -1.922 -1.922 -1.922 -1.922 -1.873 -1.873 -1.873 -1.873 -1.922 -1.922 -1.922 -1.922 -1.922 -1.922 -1.922 -1.922 -1.873 3.603 3.603 3.993 3.993 3.554 3.554 3.554

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 31 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

15 15 15 15 15 15 15 15 15 15 15

57 58 72 54 76 59 77 49 47 67 65

-1.456 -2.063 -2.063 -2.063 -2.063 -9.236 -9.236 -9.159 -9.159 -9.159 -9.159

71.767 71.745 71.745 71.745 71.745 58.949 58.949 56.311 56.311 56.311 56.311

-1.362 -1.362 -1.362 -1.362 -1.362 -1.349 -1.349 -1.362 -1.362 -1.362 -1.362

-0.901 -0.901 -0.901 -0.901 -0.901 -0.892 -0.892 -0.901 -0.901 -0.901 -0.901

0.012 0.012 0.012 0.012 0.012 0 0 0 0 0 0

3.554 3.943 3.943 3.943 3.943 12.704 12.704 12.654 12.654 12.654 12.654

16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16

60 78 48 66 50 68 77 59 65 49 47 67 80 62 61 79 74 70 55 73 56 51 52 69 64 82 81 63 72 54 76 58 75 53 71 57 46

-2.819 -2.819 -2.896 -2.896 -2.896 -2.896 -14.874 -14.874 -14.951 -14.951 -14.951 -14.951 -2.819 -2.819 -2.819 -2.819 -2.896 -2.896 -2.896 -2.896 -2.896 -2.896 -2.896 -2.896 -7.452 -7.452 -8.029 -8.029 -7.529 -7.529 -7.529 -7.529 -8.106 -8.106 -8.106 -8.106 -2.819

118.027 118.027 115.389 115.389 115.389 115.389 107.056 107.056 104.417 104.417 104.417 104.417 100.783 100.783 100.783 100.783 98.145 98.145 98.145 98.145 98.145 98.145 98.145 98.145 91.622 91.622 91.599 91.599 88.983 88.983 88.983 88.983 88.961 88.961 88.961 88.961 83.002

-13.403 -13.403 -13.417 -13.417 -13.417 -13.417 -1.349 -1.349 -1.362 -1.362 -1.362 -1.362 -7.924 -7.924 -8.607 -8.607 -7.938 -7.938 -8.621 -8.621 -7.938 -8.621 -7.938 -8.621 -1.349 -1.349 -1.349 -1.349 -1.362 -1.362 -1.362 -1.362 -1.362 -1.362 -1.362 -1.362 -1.349

-15.043 -15.043 -15.052 -15.052 -15.052 -15.052 -0.892 -0.892 -0.901 -0.901 -0.901 -0.901 -8.673 -8.673 -9.106 -9.106 -8.681 -8.681 -9.115 -9.115 -8.681 -9.115 -8.681 -9.115 -0.892 -0.892 -0.892 -0.892 -0.901 -0.901 -0.901 -0.901 -0.901 -0.901 -0.901 -0.901 -0.892

0 0 0 0 0 0 0 0 0 0 0 0 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0

1.873 1.873 1.922 1.922 1.922 1.922 16.449 16.449 16.498 16.498 16.498 16.498 1.873 1.873 1.873 1.873 1.922 1.922 1.922 1.922 1.922 1.922 1.922 1.922 7.534 7.534 7.888 7.888 7.583 7.583 7.583 7.583 7.937 7.937 7.937 7.937 1.873

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Page 32 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

5.3 Beam – Section Forces Plinth Beam Max Support BM Mz/ Max Fy Beam

LC

Section

1 28 Max Mid span BM Mz 1 12 Max Support BM Mz/Max Fy 4 11 Max Mid span BM Mz 3 13

Beam Fx(KN) Fy(KN) Fz(KN) Mx(KN.m) My(KN.m) Mz(KN.m) Marking 1 -0.99 -61.756 0 0 0 53.1 PB1 0 -0.594 -1.739 0 0 0 -31.565 1

0.793

-60.987

0

0

0

44.754 PB2

0

0.476

-19.323

0

0

0

-36.612

Roof Beam Max Support BM Mz/ Max Fy Beam LC Section Fx(KN) Fy(KN) Fz(KN) Mx(KN.m) My(KN.m) Mz(KN.m) 10 28 1 5.333 -36.189 0 4.415 0 31.244 Max Mid span BM Mz 9 10 0.333 5.333 -2.49 0 1.472 0 -13.945 Max Support BM Mz/Max Fy 11 29 1 1.25 -33.019 0 3.065 0 25.942 Max Mid span BM Mz 11 13 0 0.75 -8.332 0 -1.839 0 -16.378

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

RB1

RB2

Page 33 of 34

MAYTAS NAFTOGASBUD JV

GSPL203-73-1506 Rev 1

6.0 CONCLUSION SIZE (IN MM) FOOTING

1500 X 1500 X 350

AT BOTTOM # 12 @ 200 C/C BW

4 # 16

AT TOP #10 @ 200 C/C BW

COLUMNS

300 X300

BEAMS PLINTH BEAM

230 X500

2 #16 (TOP & BOTTOM)

Stirrups #8 @ 150 c/c

ROOF BEAM

230 X300

2#12 (TOP & BOTTOM)

Stirrups #8 @ 150 c/c

ROOF SLAB

120 TK.

#8 @ 200 C/C (Main) #8 @ 200 C/C (Dist)

DESIGN CALCULATIONS FOR GUARD ROOM - SV1 STATION AT BODI GHODI

Stirrups #8 @ 150 c/c

#8 @ 200 C/C (Main) #8 @ 200 C/C (Dist.)

Page 34 of 34