Ganna Var Am

8/19/2019 Ganna Var Am

1/100

S.No Description Page1 Objective and Load Calculations 1 to 6

2 Foundation Design 7 to 10

3 Pile capacity Check 11 to 12

4 Design of Plinth Beam 13 to 37

5 Pedestal design 38 to 48

6 Steel design 49 to 60

7 Anchored bolt Connection design Check 61 to 72

8 Purlin Design 73 to 77

9 floor design 78 to 84

10 STAAD Input 85 to 9811 Reinforcement Quantities 99 to 100


2/100

Analysis and Design of work shop at Gunnavaram Rev.0

Objective

Analysis and Design of work shop Building at Gannavaram

Input

Soil Repost and Preliminary drawings submitted by the Clint

Reference Books

Design of Reinforced Concrete Structures P. Dayaratnam

A TEXT BOOK OF Strength of materials By Dr.R.K. Bansal

Reference IS Codes

IS-811 COLD FORMED LIGHT GAUGE STRUCTURAL

STEEL SECTIONS

IS-456 PLAIN AND REINFORCED CONCRETE

IS-875 Part-1 CODE OF PRACTICE FOR DESIGN LOADS

(OTHER THAN EARTHQUAKE) FOR BUILDINGS AND STRUCTURES

IS-875 Part-2 IMPOSED LOADS

IS-875 Part-3 WIND LOAD

PART 1 GENERAL PROVISIONS AND BUILDINGS

IS-800 GENERAL CONSTRUCTION IN STEEL — CODE OF PRACTICE

Materials

Grade of Concrete for super structure = M - 20

Grade of Concrete for pile = M - 25

Grade of steel = Fe - 500

Structural steel = E 350

Young's Modulus of steel = 200 Gpa

Page 1


3/100


Load Calculation

Unit weight of the Brick work = 18 kN/Cum IS 875 part-1

Unit weight of the Concrete = 25 kN/Cum IS 875 part-1

Thickness of the brick work = 0.23 m

Height of the wall = 1.8 m

Self weight of the sheet + Purlin = 0.1 kN/sqm

self weight of the wall = 7.452 kN/m

self weight of the wall for 3 m Height

= 12.42 kN/m

Assuming size of the plinth beam

Breadth of the beam = 0.23 m

Depth of the beam = 0.45 m

Self weight of the beam = 2.5875 kN/m

Thickness of the slab = 75 mm

self weight of the slab = 1.875 kN/sqm

Live load on the roof = 0.5 kN/sqm

( for the design of the truss considering 2/ 3 of 0.75 kN/sqm )

Live load on the top of the Meganne flooring 2 kN/sqm

Considering permeability of the Building = 5 %

Internal Pressure Coefficient = 0.2

Wind load Calculation

Basic wind speed = 50 m/sec

K1 = 1

( Considering as 50 years Return period)

K2 Terrain Category -2Open terrain with well scattered

obstructions having heights generally between I.5 to 10 m

and Class-B = 0.98K3 = 1

Page 2


4/100


Wind speed K1xK2xK3xVb = 49 m/s

Pressure force 0.6xV2

= 1440.6 N/sqm

Design of Side walls for wind

θ A B C D

0 0.7 -0.25 -0.6 -0.6 0.2

90 -0.5 -0.5 0.7 -0.2 0.2

0 0.9 -0.05 -0.4 -0.4

90 -0.3 -0.3 0.9 0

0 0.5 -0.45 -0.8 -0.8

90 -0.7 -0.7 0.5 -0.4

Pressure force

0 1.3 -0.07 -0.58 -0.58

90 -0.43 -0.43 1.3 0

0 0.72 -0.65 -1.15 -1.15

90 -1.01 -1.01 0.72 -0.58

External pressure Coefficients for Roof

deg EF GH EG FH

0 -0.9 -0.4

90 -0.8 -0.4

-ve Cpi

0 -0.7 -0.2

90 -0.6 -0.2

+ve Cpi

0 -1.1 -0.6

90 -1 -0.6

Internal Pressure

Page 3


5/100


-0.25

0.2

-0.6 0.2 0.2 -0.6

0.2

0.7

-0.5

0.2

0.7 0.2 0.2 -0.2

0.2

-0.5

E G

0 deg Cpe = -0.9 -0.4

-0.8 -0.8

F H

-0.9 -0.4

-0.4 -0.4

Page 4


6/100


Loads on Wall Cladding

S.No Spacing "-+vex direction"

A B C D1 7.62 9.906 -0.5334 -4.4196 -4.4196

2 3.56 4.628 -0.2492 -2.0648 -2.0648

3 2.88 3.744 -0.2016 -1.6704 -1.6704

4 5.928 7.7064 -0.415 -3.4382 -3.4382

Roof EF GH

1 7.62 -7.6842 -2.1955

2 3.56 -3.59 -1.0257

3 2.88 0 0

4 5.928

"--vex direction"S.No Spacing A B C D

1 7.62 5.4864 -4.953 -8.763 -8.763

2 3.56 2.5632 -2.314 -4.094 -4.094

3 2.88 2.0736 -1.872 -3.312 -3.312

5.928 4.26816 -3.8532 -6.8172 -6.8172

Roof EF GH

1 7.62 -12.075 -6.5864

2 3.56 -5.6414 -3.0771

3 2.88 -4.5638 -2.4894

5.928

"-+ve Z direction"

S.No Spacing A B C D

1 7.62 -3.2766 -3.2766 9.906 0

2 3.56 -1.5308 -1.5308 4.628 0

3 2.88 -1.2384 -1.2384 3.744 0

4 5.928 -2.549 -2.549 7.7064 0

Roof EF GH

1 7.62 -4.3909 -1.0977

2 3.56 -1.5386 -0.51293 2.88 -1.6596 -0.4149

5.928

Page 5


7/100

Analysis and Design of work shop at Gunnavaram Rev.0"++ve Z direction"

S.No Spacing A B C D

1 7.62 -7.6962 -7.6962 5.4864 -4.4196

2 3.56 -3.5956 -3.5956 2.5632 -2.06483 2.88 -2.9088 -2.9088 2.0736 -1.6704

5.928 -5.9873 -5.9873 4.26816 -3.4382

Roof EF GH

1 7.62 -8.7819 -8.7819

2 3.56 -2.5643 -2.5643

3 2.88 -3.3191 -3.3191

5.928

Page 6


8/100


Calculation of spring constantsBH-1

Founding depth = -6 m

Dia of the Pile = 0.45 m

Start END N

Spring

constant

-1.5 -3.5 4 402

-3.5 -5.5 6 603

-5.5 -6 8 804

Calculation of the safe load carrying capacity of the pile

Perimeter of the Pile 1.41 m

Resistance due to skin friction =

N = 4 6 8

C = 26.7 40 53.3

α = 1 1 0.75

Asi = 2.82 2.82 0.705

Frictional resistance = 75.294 112.8 37.5765

Ultimate frictional resistance = 225.6705 kN

N = 8

φ = 28

φ' = 18.7

Nq = 5

Nϒ = 3

Ap = 0.16

q = 48

End bearing capacity = 38.4 + 0.864

xCxAsi

Page 7


9/100

Analysis and Design of work shop at Gunnavaram Rev.0Safe bearing capacity of the pile

In compression = 264.9345

2.5

= 105.9738 KN

Safe bearing capacity of the pile in tension

= 81.24138 kN

Size of the Footing = 1.95 x 2.55 m

For Cohesive soils

For N = 4

C = 26.67

Capacity of the raft = 132.6166

Safe capacity of the raft = 53.05

Nat safe capacity per pile = 53.05 + 105.9738

2

= 132 kN

Design of Footing PC-1 &2

size of the column = 0.7 x 0.35 m

Maximum bending moment = 0.55 x 132.6166

= 72.93912 kN-m

Factored bending moment = 109.4087 kN-m

0.5

Effective depth required = 109.4087 x10^6

2.66 750

= 234.1825 mm

Overall depth = 600 mm

Clear cover to the reinforcement 50 mm

Page 8


10/100

Analysis and Design of work shop at Gunnavaram Rev.0dai of the main bar = 12 mm

Effective depth = 544 mm

Area of the steel required = 109.4087 x10^6

435 497.1635

= 505.8983 sqmm

Providing 12 mm Dia 5 Nos

Top reinforcement 10 5 Nos

Stirrups 8 @ 200 mm

Design of Pile cap for PC-4

Maximum bending moment = 132 x 0.92

= 121.44


121.44 x 1.5

Effective depth required = 182.16 x10^6

2.66 900

= 275.8446 mm


435 488.8311

= 856.653 sqmm

Providing 16 mm Dia 5 Nos at bottom

balance is 8 @ 200 mm C/C

Top reinforcement 10 - 5 Nos

Design of Pile cap for PC-3

Maximum Bending moment = 132 x 0.95 x 2.00

= 250.8 kN-m


Page 9


11/100

Analysis and Design of work shop at Gunnavaram Rev.0250.8 x 1.5

Area of the steel required = 376.2 x 10^6

435 x 488.8311

= 1769.175 sqmm

Providing 10 @ 125 mm C/C

Area of the Steel provided = 1884.956 sqmm Both ways

Providing 8 @ 200 mm C/C

Design of Footing PC-3

size of the column = 0.7 x 0.35 m

Maximum bending moment = 0.775 x 132.6166

= 102.7778 kN-m


0.5

Effective depth required = 154.1668 x10^62.66 1500

= 196.5662 mm

Overall depth = 600 mm

Clear cover to the reinforcement 50 mm

dai of the main bar = 12 mm

Effective depth = 544 mm


435 504.6868

= 702.2304 sqmm

Providing 10 mm @ 125 Nos

= 942.4778

> 702.2304 OK

Top reinforcement 8 @ 200 Nos

Page 10


12/100


Check for pile load carrying capacity in compression

and tension

Pile Pmax Pmin

Pile

capacity in

compressi

on

Pile

capacity in

tension

Check for

compressi

on

Check for

tension

1101 68.969 39.561 132 81 OK OK

1102 71.92 47.557 132 81 OK OK

1103 119.602 -21.567 132 81 OK OK

1104 97.925 46.624 132 81 OK OK

1105 123.193 -28.269 132 81 OK OK

1106 99.625 45.164 132 81 OK OK

1107 122.952 -28.369 132 81 OK OK

1108 99.716 45.08 132 81 OK OK

1109 118.451 -22.611 132 81 OK OK

1110 98.659 47.495 132 81 OK OK

1111 70.666 39.793 132 81 OK OK

1112 72.148 48.846 132 81 OK OK

1113 115.221 30.445 132 81 OK OK

1114 79.59 7.845 132 81 OK OK

1115 81.905 1.501 132 81 OK OK

1116 121.828 28 132 81 OK OK

1117 81.695 -1.714 132 81 OK OK1118 120.355 25.77 132 81 OK OK

1119 91.055 46.463 132 81 OK OK

1120 80.311 55.825 132 81 OK OK

1121 71.171 34.385 132 81 OK OK

1122 76.096 49.694 132 81 OK OK

1123 118.215 75.611 132 81 OK OK

1124 106.155 74.791 132 81 OK OK

1125 90.576 66.37 132 81 OK OK

1126 121.824 74.664 132 81 OK OK

1127 105.362 75.262 132 81 OK OK1128 89.692 65.846 132 81 OK OK

1129 123.354 76.537 132 81 OK OK

1130 107.633 76.96 132 81 OK OK

1131 91.746 67.671 132 81 OK OK

1132 90.659 46.384 132 81 OK OK

1133 72.015 47.88 132 81 OK OK

1134 56.886 38.172 132 81 OK OK

1135 86.152 59.816 132 81 OK OK

1136 86.697 53.614 132 81 OK OK

1137 103.948 64.905 132 81 OK OK1138 116.358 23.031 132 81 OK OK

1139 98.774 41.21 132 81 OK OK

Page 11


13/100


Pile Pmax Pmin

Pile

capacity in

compressi

on

Pile

capacity in

tension

Check for

compressi

on

Check for

tension

1140 103.81 62.4 132 81 OK OK

1141 116.415 17.943 132 81 OK OK

1142 98.629 38.059 132 81 OK OK

1143 103.819 62.28 132 81 OK OK

1144 116.444 17.862 132 81 OK OK

1145 98.523 37.879 132 81 OK OK

1146 87.502 53.221 132 81 OK OK

1147 103.16 13.165 132 81 OK OK

1148 84.598 32.123 132 81 OK OK

1149 69.456 47.418 132 81 OK OK

1150 66.705 38.277 132 81 OK OK

Page 12


14/100

Analysis and Design of work shop at Gunnavaram Rev.0 B E A M N O. 25 D E S I G N R E S U L T S

M20 Fe500 (Main) Fe415 (Sec.)

LENGTH: 4400.0 mm SIZE: 230.0 mm X 450.0 mm COVER: 25.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

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SECTION 0.0 mm 1100.0 mm 2200.0 mm 3300.0 mm 4400.0 mm

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TOP 502.33 192.84 164.22 164.22 206.90

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 164.22 164.22 164.22 252.69 475.16


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SUMMARY OF PROVIDED REINF. AREA

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TOP 7-10í 3-10í 3-10í 3-10í 3-10í

REINF. 2 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 3-10í 3-10í 3-10í 4-10í 7-10í


SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í

REINF. @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c

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SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT -----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 787.9 mm AWAY FROM START SUPPORT

VY = 39.79 MX = 0.11 LD= 32

Provide 2 Legged 8í @ 140 mm c/c

SHEAR DESIGN RESULTS AT 787.9 mm AWAY FROM END SUPPORT

VY = 29.47 MX = 0.11 LD= 32


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Page 13


15/100

Analysis and Design of work shop at Gunnavaram Rev.0 =========================================================================

B E A M N O. 171 D E S I G N R E S U L T S



STAAD SPACE -- PAGE NO. 14


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TOP 543.20 215.93 164.22 164.22 203.82


BOTTOM 164.22 164.22 164.22 273.44 511.40


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SECTION 0.0 mm 1100.0 mm 2200.0 mm 3300.0 mm 4400.0 mm ----------------------------------------------------------------------------

TOP 7-10í 3-10í 3-10í 3-10í 3-10í


BOTTOM 3-10í 3-10í 3-10í 4-10í 7-10í




----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT

-----------------------------------------------------------------------------


VY = 41.19 MX = -1.25 LD= 32



VY = 30.87 MX = -1.25 LD= 32


Page 14


16/100

Analysis and Design of work shop at Gunnavaram Rev.0 =========================================================================

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





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TOP 520.77 205.32 164.22 164.22 223.25


BOTTOM 164.22 164.22 164.22 262.94 490.06


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----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 7-10í 3-10í 3-10í 3-10í 3-10í


BOTTOM 3-10í 3-10í 3-10í 4-10í 7-10í




----------------------------------------------------------------------------


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VY = 40.13 MX = -0.95 LD= 32



Page 15


17/100


18/100

Analysis and Design of work shop at Gunnavaram Rev.0 Provide 2 Legged 8í @ 140 mm c/c


VY = 39.46 MX = -6.21 LD= 32


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

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





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TOP 644.84 277.80 222.48 268.06 548.17


BOTTOM 222.87 319.81 430.20 449.24 304.92 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

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---------------------------------------------------------------------------- TOP 6-12í 3-12í 3-12í 3-12í 5-12í


BOTTOM 3-10í 5-10í 6-10í 6-10í 4-10í




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Page 17


19/100


20/100


21/100

Analysis and Design of work shop at Gunnavaram Rev.0 REINF. @ 170 mm c/c @ 170 mm c/c @ 170 mm c/c @ 170 mm c/c @ 170 mm c/c

----------------------------------------------------------------------------


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VY = 59.62 MX = 0.01 LD= 35



VY = -50.45 MX = -0.33 LD= 34


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

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





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TOP 514.48 222.87 0.00 222.87 332.04


BOTTOM 222.48 222.48 222.48 222.48 222.48

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ----------------------------------------------------------------------------



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TOP 7-10í 3-10í 3-10í 3-10í 5-10í


BOTTOM 3-12í 3-12í 3-12í 3-12í 3-12í

Page 20


22/100

Analysis and Design of work shop at Gunnavaram Rev.0 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)



----------------------------------------------------------------------------


-----------------------------------------------------------------------------


VY = 59.93 MX = -0.01 LD= 28



VY = -50.36 MX = 0.02 LD= 34


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

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





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TOP 483.06 222.87 222.87 222.87 413.80


BOTTOM 222.48 222.48 222.48 222.48 222.48


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TOP 7-10í 3-10í 3-10í 3-10í 6-10í

Page 21


23/100

Analysis and Design of work shop at Gunnavaram Rev.0 REINF. 2 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s)

BOTTOM 3-12í 3-12í 3-12í 3-12í 3-12í




----------------------------------------------------------------------------


-----------------------------------------------------------------------------


VY = 57.21 MX = 0.88 LD= 35



VY = -53.57 MX = 0.67 LD= 34


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

========================================================================= B E A M N O. 443 D E S I G N R E S U L T S




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TOP 552.11 222.87 222.87 222.87 234.13


BOTTOM 222.87 222.87 231.75 223.51 222.87


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Page 22


24/100

Analysis and Design of work shop at Gunnavaram Rev.0 SECTION 0.0 mm 1821.8 mm 3643.5 mm 5465.2 mm 7287.0 mm

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TOP 5-12í 3-12í 3-12í 3-12í 3-12í


BOTTOM 3-10í 3-10í 3-10í 3-10í 3-10í




----------------------------------------------------------------------------


-----------------------------------------------------------------------------


VY = 58.56 MX = 5.85 LD= 32



VY = -37.70 MX = 5.85 LD= 32


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

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





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TOP 698.55 222.87 222.87 222.87 461.39


BOTTOM 222.87 222.87 344.17 256.31 222.87


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Page 23


25/100



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TOP 9-10í 3-10í 3-10í 3-10í 6-10í


BOTTOM 3-10í 3-10í 5-10í 4-10í 3-10í




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VY = 78.81 MX = -7.49 LD= 32



VY = -57.29 MX = -7.49 LD= 32 Provide 2 Legged 10í @ 170 mm c/c

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

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





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TOP 737.72 222.87 0.00 222.87 466.67


BOTTOM 222.87 222.87 259.17 222.87 222.87


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Page 24


26/100




----------------------------------------------------------------------------


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TOP 10-10í 3-10í 3-10í 3-10í 6-10í


BOTTOM 3-10í 3-10í 4-10í 3-10í 3-10í




----------------------------------------------------------------------------


-----------------------------------------------------------------------------


VY = 81.19 MX = -0.60 LD= 32



VY = -69.83 MX = -0.31 LD= 36


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TOP 779.51 222.87 222.87 222.87 438.72


Page 25


27/100

Analysis and Design of work shop at Gunnavaram Rev.0 BOTTOM 222.87 222.87 245.34 222.87 222.87


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TOP 10-10í 3-10í 3-10í 3-10í 6-10í


BOTTOM 3-10í 3-10í 4-10í 3-10í 3-10í




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VY = 84.28 MX = 0.00 LD= 35



VY = -68.34 MX = 0.02 LD= 34


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Page 26


28/100

Analysis and Design of work shop at Gunnavaram Rev.0 TOP 775.48 222.87 222.87 222.87 308.63


BOTTOM 222.87 222.87 349.46 304.35 222.87


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TOP 10-10í 3-10í 3-10í 3-10í 4-10í


BOTTOM 3-10í 3-10í 5-10í 4-10í 3-10í




----------------------------------------------------------------------------


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VY = 89.42 MX = 0.90 LD= 35



VY = -65.23 MX = 0.99 LD= 36


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




Section fails while designing section: 0.0 mm

Page 27


29/100

Analysis and Design of work shop at Gunnavaram Rev.0 WARNING:Nominal shear force exceeds tauc_max limit

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





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TOP 165.99 164.22 164.22 164.22 273.18


BOTTOM 163.83 163.83 163.83 163.83 163.83


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---------------------------------------------------------------------------- SECTION 0.0 mm 1100.0 mm 2200.0 mm 3300.0 mm 4400.0 mm

----------------------------------------------------------------------------

TOP 3-10í 3-10í 3-10í 3-10í 4-10í


BOTTOM 3-12í 3-12í 3-12í 3-12í 3-12í



REINF. @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c ----------------------------------------------------------------------------



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VY = 18.97 MX = 2.11 LD= 36



Page 28


30/100

Analysis and Design of work shop at Gunnavaram Rev.0 VY = -24.34 MX = 2.11 LD= 36


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

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





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TOP 400.54 222.87 222.87 320.85 624.91


BOTTOM 222.87 298.98 362.77 222.87 222.87


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TOP 2-20í 2-20í 2-20í 2-20í 2-20í


BOTTOM 3-10í 4-10í 5-10í 3-10í 3-10í




----------------------------------------------------------------------------


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VY = 41.49 MX = 20.13 LD= 30


Page 29


31/100

Analysis and Design of work shop at Gunnavaram Rev.0 SHEAR DESIGN RESULTS AT 740.0 mm AWAY FROM END SUPPORT

VY = -54.49 MX = 20.13 LD= 30


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TOP 457.31 222.87 222.87 222.87 452.12



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TOP 6-10í 3-10í 3-10í 3-10í 6-10í


BOTTOM 3-12í 3-12í 3-12í 3-12í 3-12í




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Page 30


32/100

Analysis and Design of work shop at Gunnavaram Rev.0 VY = 51.66 MX = 1.57 LD= 30



VY = -50.13 MX = 1.57 LD= 30


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






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TOP 453.23 222.87 222.87 222.87 451.47 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 222.48 222.48 222.48 222.48 222.48


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TOP 6-10í 3-10í 3-10í 3-10í 6-10í


BOTTOM 3-12í 3-12í 3-12í 3-12í 3-12í




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Page 31


33/100

Analysis and Design of work shop at Gunnavaram Rev.0 -----------------------------------------------------------------------------


VY = 56.45 MX = 0.13 LD= 35



VY = -56.41 MX = -0.02 LD= 33


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

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





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---------------------------------------------------------------------------- TOP 454.44 222.87 222.87 222.87 475.58


BOTTOM 222.48 222.48 222.48 222.48 222.48


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TOP 6-10í 3-10í 3-10í 3-10í 7-10í


BOTTOM 3-12í 3-12í 3-12í 3-12í 3-12í




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Page 32


34/100



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VY = 51.60 MX = 1.43 LD= 28



VY = -56.43 MX = 0.86 LD= 33


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

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




SUMMARY OF REINF. AREA (Sq.mm) ----------------------------------------------------------------------------


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TOP 627.40 320.53 222.87 222.87 411.97


BOTTOM 222.87 222.87 363.52 289.39 222.87


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TOP 2-20í 2-20í 2-20í 2-20í 2-20í


BOTTOM 3-10í 3-10í 5-10í 4-10í 3-10í


Page 33


35/100

Analysis and Design of work shop at Gunnavaram Rev.0 SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í


----------------------------------------------------------------------------


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VY = 54.41 MX = -20.33 LD= 30



VY = -41.85 MX = -20.33 LD= 30


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

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





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TOP 502.14 222.87 222.87 288.16 695.04



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TOP 7-10í 3-10í 3-10í 4-10í 9-10í


Page 34


36/100

Analysis and Design of work shop at Gunnavaram Rev.0 BOTTOM 5-10í 7-10í 6-10í 4-10í 3-10í




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TOP 292.56 222.48 222.48 222.48 318.70


BOTTOM 222.48 222.48 222.48 222.48 222.48


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TOP 3-12í 3-12í 3-12í 3-12í 3-12í REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 3-12í 3-12í 3-12í 3-12í 3-12í




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Page 35


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Analysis and Design of work shop at Gunnavaram Rev.0 B E A M N O. 1235 D E S I G N R E S U L T S





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TOP 434.69 222.48 222.48 258.66 645.90


BOTTOM 332.45 456.55 412.03 262.71 222.87


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---------------------------------------------------------------------------- TOP 4-12í 3-12í 3-12í 3-12í 6-12í


BOTTOM 5-10í 6-10í 6-10í 4-10í 3-10í




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Page 36


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Analysis and Design of work shop at Gunnavaram Rev.0 SECTION 0.0 mm 1524.4 mm 3048.9 mm 4573.3 mm 6097.7 mm

----------------------------------------------------------------------------

TOP 412.14 222.48 222.48 222.48 432.28


BOTTOM 222.48 222.48 222.48 222.48 222.48


----------------------------------------------------------------------------



----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-12í 3-12í 3-12í 3-12í 4-12í


BOTTOM 3-12í 3-12í 3-12í 3-12í 3-12í




----------------------------------------------------------------------------

Page 37


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Analysis and Design of work shop at Gunnavaram Rev.0Pedestal Type-1

Design of Rectangular Column Subjected to Axial load with Uniaxial Bending moment

Grade of Concrete = M- 20

Grade of Steel = Fe- 500

Breadth of the section = 700 mm

Depth of the section = 350 mm

Clear Cover = 40 mm

Dia of the lateral tie = 8 mm

B

D

X1

X2

fci = (Xn-1)

Xn

Page 38


40/100


41/100

Analysis and Design of work shop at Gunnavaram Rev.027 443 53.753 -38.425 0.226 218.449 99.8 0.179 OK

1110 11 469 93.105 4.441 -2.543 230.966 105.2 0.055 OK

12 469 71.517 -31.55 -7.341 224.726 102.5 0.248 OK

13 469 63.245 -66.155 -9.616 224.726 102.5 0.435 OK

14 469 72.375 -30.897 5.194 224.726 102.5 0.213 OK

15 469 67.967 -65.265 9.642 224.726 102.5 0.431 OK

16 469 71.304 5.221 -1.8 224.726 102.5 0.05 OK

17 469 63.528 39.729 -1.058 224.726 102.5 0.192 OK

18 469 75.001 -75.556 -0.849 224.726 102.5 0.349 OK

19 469 64.58 -25.181 -0.329 224.726 102.5 0.117 OK

20 469 67.665 -25.018 -5.626 224.726 102.5 0.194 OK

21 469 61.047 -52.702 -7.446 224.726 102.5 0.343 OK

22 469 68.351 -24.496 4.402 224.726 102.5 0.173 OK

23 469 64.824 -51.99 7.961 224.726 102.5 0.348 OK

24 469 67.494 4.399 -1.193 224.726 102.5 0.037 OK

25 469 61.273 32.005 -0.6 224.726 102.5 0.151 OK

26 469 70.451 -60.223 -0.432 224.726 102.5 0.274 OK

27 469 62.115 -19.923 -0.016 224.726 102.5 0.089 OK

1173 11 532 91.782 2.055 -1.192 230.966 105.2 0.026 OK

12 532 63.636 -40.974 -11.031 224.726 102.5 0.344 OK

13 532 53.153 -81.475 -15.479 218.449 99.8 0.606 OK

14 532 73.016 -40.429 5.05 224.726 102.5 0.254 OK

15 532 62.194 -80.717 9.364 224.726 102.5 0.496 OK

16 532 68.336 3.381 -1.791 224.726 102.5 0.041 OK

17 532 57.608 42.593 -1.05 218.449 102.5 0.21 OK18 532 71.271 -92.965 -2.938 224.726 102.5 0.457 OK

19 532 58.878 -26.472 -1.303 224.726 102.5 0.137 OK

20 532 59.301 -32.176 -8.655 224.726 102.5 0.27 OK

21 532 50.914 -64.577 -12.214 218.449 99.8 0.479 OK

22 532 66.805 -31.74 4.21 224.726 102.5 0.203 OK

23 532 58.147 -63.971 7.661 218.449 102.5 0.405 OK

24 532 63.06 3.307 -1.263 224.726 102.5 0.033 OK

25 532 54.478 34.677 -0.671 218.449 99.8 0.169 OK

26 532 65.409 -73.77 -2.181 224.726 102.5 0.36 OK

27 532 55.494 -20.575 -0.873 218.449 102.5 0.107 OK

Pedestal Type-2

Grade of Concrete = M- 20

Grade of Steel = Fe- 500

Page 40


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Analysis and Design of work shop at Gunnavaram Rev.0Breadth of the section = 350 mm

Depth of the section = 700 mm

Clear Cover = 40 mm

Dia of the lateral tie = 8 mm

Dia of

the bar

Number

of bars

Distance

from the

Compressi

on fibber

Area of

the Bar

Layer- 12 3 54 339.292

Layer- 12 2 251.3333 226.1947

Layer- 12 2 448.6667 226.1947

Layer- 12 3 646 339.29

10 1130.971

Percentage of steel 0.46

B

D

X1

X2

fci = (Xn-1)

Xn

Page 41


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Beam L/C Node

Axial

Force kN

Moment-Y

kNm

Moment-

Z kNm

Moment-

Z kNm

Mome

nt-Y Check

10 11 11 138.619 2.623 -20.673 168.949 81.71 0.171 OK

12 11 52.107 -1.782 19.228 146.736 70.85 0.169 OK

13 11 14.506 -3.082 42.276 135.203 68.43 0.38 OK

14 11 81.016 -0.793 6.32 151.792 73.88 0.058 OK

15 11 44.712 -2.392 17.204 146.736 70.85 0.168 OK

16 11 72.869 -14.324 11.732 151.792 73.88 0.368 OK

17 11 37.262 -17.04 29.372 141.006 68.43 0.582 OK

18 11 68.001 12.489 10.928 151.792 73.88 0.326 OK

19 11 35.623 0.815 29.652 141.006 68.43 0.228 OK

20 11 66.755 0.306 3.232 151.792 73.88 0.028 OK

21 11 36.674 -0.734 21.67 141.006 68.43 0.17 OK

22 11 89.882 1.097 -7.095 157.982 76.52 0.066 OK

23 11 60.839 -0.182 1.612 146.736 73.88 0.015 OK

24 11 83.364 -9.727 -2.765 151.792 76.52 0.209 OK

25 11 54.879 -11.901 11.347 146.736 70.85 0.329 OK

26 11 79.471 11.723 -3.408 151.792 73.88 0.26 OK

27 11 53.567 2.384 11.571 146.736 70.85 0.129 OK

11 11 12 235.071 46.715 -0.096 189.85 91.66 0.765 OK

12 12 141.152 25.915 0.77 168.949 81.71 0.48 OK

13 12 112.89 19.325 -8.446 163.499 79.14 0.418 OK14 12 91.826 16.481 1.937 157.982 76.52 0.335 OK

15 12 45.504 6.436 -7.652 146.736 70.85 0.188 OK

16 12 128.609 15.652 -10.823 163.499 81.71 0.354 OK

17 12 90.918 7.965 -19.715 157.982 76.52 0.281 OK

18 12 125.249 31.078 -9.374 163.499 79.14 0.646 OK

19 12 89.197 18.883 -19.605 157.982 76.52 0.494 OK

20 12 168.51 32.457 3.588 174.332 84.25 0.598 OK

21 12 145.899 27.186 -3.784 168.949 81.71 0.521 OK

22 12 129.049 24.91 4.522 163.499 81.71 0.485 OK

23 12 91.991 16.875 -3.149 157.982 76.52 0.351 OK24 12 158.475 24.247 -5.686 168.949 84.25 0.465 OK

25 12 128.322 18.097 -12.799 163.499 81.71 0.41 OK

26 12 155.787 36.588 -4.526 168.949 84.25 0.678 OK

27 12 126.945 26.832 -12.711 163.499 79.14 0.586 OK

12 11 13 207.026 41.639 -9.604 179.649 89.22 0.753 OK

12 13 172.247 41.448 10.862 174.332 84.25 0.8 OK

13 13 162.875 46.71 5.347 174.332 84.25 0.862 OK

14 13 191.21 45.849 17.505 179.649 86.75 0.89 OK

15 13 198.305 54.8 11.705 179.649 86.75 1.013 Check

16 13 177.524 33.614 -5.614 174.332 86.75 0.613 OK

17 13 179.099 27.178 -9.817 174.332 86.75 0.526 OK

18 13 174.985 53.349 -4.271 174.332 84.25 0.974 OK

19 13 178.031 26.526 -9.776 174.332 86.75 0.515 OK

Page 42


44/100

Analysis and Design of work shop at Gunnavaram Rev.020 13 162.422 38.327 4.361 174.332 84.25 0.707 OK

21 13 154.924 42.536 -0.051 168.949 84.25 0.758 OK

22 13 177.593 41.848 9.675 174.332 86.75 0.779 OK

23 13 183.268 49.009 5.035 179.649 86.75 0.875 OK

24 13 166.644 32.06 -8.82 174.332 84.25 0.621 OK

25 13 167.904 26.911 -12.182 174.332 84.25 0.549 OK

26 13 164.613 47.848 -7.745 174.332 84.25 0.896 OK

27 13 167.049 26.389 -12.149 174.332 84.25 0.54 OK

156 11 157 141.282 -0.32 -22.986 168.949 81.71 0.142 OK

12 157 48.551 0.083 22.474 146.736 70.85 0.155 OK

13 157 8.655 0.289 47.584 135.203 65.65 0.359 OK

14 157 78.819 0.006 6.632 151.792 73.88 0.044 OK

15 157 39.926 0.228 17.666 141.006 68.43 0.13 OK

16 157 67.969 -12.093 11.629 151.792 73.88 0.322 OK

17 157 28.68 -11.46 29.662 141.006 68.43 0.462 OK

18 157 67.854 12.179 11.786 151.792 73.88 0.325 OK

19 157 28.491 5.158 29.689 141.006 68.43 0.324 OK

20 157 66.129 -0.049 4.812 146.736 73.88 0.034 OK

21 157 34.212 0.116 24.899 141.006 68.43 0.179 OK

22 157 90.343 -0.111 -7.862 157.982 76.52 0.052 OK

23 157 59.229 0.067 0.965 146.736 70.85 0.008 OK

24 157 81.663 -9.79 -3.865 151.792 73.88 0.224 OK

25 157 50.232 -9.283 10.562 146.736 70.85 0.269 OK

26 157 81.571 9.627 -3.739 151.792 73.88 0.22 OK

27 157 50.081 4.011 10.584 146.736 70.85 0.157 OK157 11 158 234.57 44.967 0.115 189.85 91.66 0.736 OK

12 158 137.564 28.301 0.641 168.949 81.71 0.523 OK

13 158 108.322 23.05 -9.713 157.982 79.14 0.498 OK

14 158 84.471 19.578 1.012 151.792 76.52 0.39 OK

15 158 35.066 11.04 -10.146 141.006 68.43 0.314 OK

16 158 122.051 17.843 -11.279 163.499 79.14 0.407 OK

17 158 81.639 11.616 -19.63 151.792 73.88 0.365 OK

18 158 122.09 33.18 -11.398 163.499 79.14 0.699 OK

19 158 81.316 22.215 -19.083 151.792 73.88 0.577 OK

20 158 167.409 32.518 3.606 174.332 84.25 0.6 OK21 158 144.015 28.317 -4.676 168.949 81.71 0.548 OK

22 158 124.934 25.539 3.904 163.499 79.14 0.508 OK

23 158 85.41 18.709 -5.023 151.792 76.52 0.4 OK

24 158 154.998 24.151 -5.93 168.949 84.25 0.465 OK

25 158 122.668 19.169 -12.61 163.499 79.14 0.44 OK

26 158 155.029 36.421 -6.024 168.949 84.25 0.684 OK

27 158 122.41 27.649 -12.173 163.499 79.14 0.599 OK

158 11 159 204.681 40.495 -10.322 179.649 89.22 0.738 OK

12 159 170.031 39.557 10.86 174.332 84.25 0.767 OK

13 159 160.598 43.766 4.477 174.332 84.25 0.805 OK

14 159 193.235 42.415 16.551 179.649 86.75 0.825 OK

15 159 203.05 49.436 9.336 179.649 89.22 0.883 OK

16 159 176.126 32.431 -6.463 174.332 86.75 0.598 OK

Page 43


45/100


46/100


15 232 206.542 50.012 8.559 179.649 89.22 0.888 OK

16 232 179.355 32.548 -7.14 174.332 86.75 0.604 OK

17 232 180.158 26.343 -10.561 174.332 86.75 0.516 OK

18 232 180.331 50.579 -7.094 174.332 86.75 0.915 OK

19 232 180.535 25.189 -9.887 174.332 86.75 0.492 OK

20 232 164.291 35.763 3.524 174.332 84.25 0.657 OK

21 232 156.932 39.355 -1.628 168.949 84.25 0.71 OK

22 232 182.539 37.94 8.051 179.649 86.75 0.701 OK

23 232 190.419 43.716 2.206 179.649 86.75 0.768 OK

24 232 168.669 29.745 -10.354 174.332 84.25 0.589 OK

25 232 169.312 24.781 -13.091 174.332 84.25 0.516 OK

26 232 169.45 44.169 -10.317 174.332 84.25 0.846 OK

27 232 169.614 23.858 -12.551 174.332 84.25 0.497 OK

302 11 303 138.626 -2.383 -18.435 168.949 81.71 0.153 OK

12 303 51.92 1.933 20.728 146.736 70.85 0.182 OK

13 303 14.161 3.246 43.657 135.203 68.43 0.394 OK

14 303 81.052 1.084 7.327 151.792 73.88 0.07 OK

15 303 44.711 2.767 17.772 146.736 70.85 0.18 OK

16 303 67.834 -12.3 12.153 151.792 73.88 0.33 OK

17 303 32.38 -8.51 29.78 141.006 68.43 0.398 OK

18 303 72.87 14.639 13.498 151.792 73.88 0.386 OK

19 303 36.398 10.66 31.231 141.006 68.43 0.455 OK

20 303 66.609 -0.141 4.728 146.736 73.88 0.035 OK

21 303 36.402 0.909 23.07 141.006 68.43 0.184 OK22 303 89.915 -0.82 -5.993 157.982 76.52 0.054 OK

23 303 60.842 0.527 2.363 146.736 73.88 0.027 OK

24 303 79.34 -11.527 -2.133 151.792 73.88 0.248 OK

25 303 50.977 -8.495 11.969 146.736 70.85 0.261 OK

26 303 83.37 10.024 -1.057 151.792 76.52 0.203 OK

27 303 54.191 6.841 13.13 146.736 70.85 0.234 OK

303 11 304 189.797 33.128 7.85 179.649 86.75 0.616 OK

12 304 112.279 23.679 9.622 163.499 79.14 0.508 OK

13 304 83.176 18.984 0.659 151.792 76.52 0.376 OK

14 304 63.161 17.445 10.599 146.736 73.88 0.426 OK15 304 16.037 10.694 1.211 135.203 68.43 0.243 OK

16 304 96.468 13.044 -1.284 157.982 76.52 0.264 OK

17 304 59.597 9.537 -10.225 146.736 70.85 0.272 OK

18 304 100.108 29.629 -1.712 157.982 76.52 0.592 OK

19 304 63.03 21.703 -11.227 146.736 73.88 0.517 OK

20 304 131.349 23.729 10.364 163.499 81.71 0.499 OK

21 304 108.067 19.973 3.193 157.982 79.14 0.399 OK

22 304 92.054 18.742 11.145 157.982 76.52 0.438 OK

23 304 54.355 13.341 3.635 146.736 70.85 0.307 OK

24 304 118.7 15.221 1.638 163.499 79.14 0.299 OK

25 304 89.203 12.415 -5.514 157.982 76.52 0.278 OK

26 304 121.612 28.489 1.296 163.499 79.14 0.548 OK

27 304 91.95 22.148 -6.316 157.982 76.52 0.474 OK

Page 45


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Analysis and Design of work shop at Gunnavaram Rev.0304 11 305 99.504 -14.43 0.76 157.982 76.52 0.288 OK

12 305 85.083 -12.013 19.986 151.792 76.52 0.367 OK

13 305 75.728 -9.35 14.631 151.792 73.88 0.286 OK

14 305 106.263 -9.707 25.808 157.982 79.14 0.347 OK

15 305 114.575 -4.869 19.712 163.499 79.14 0.213 OK

16 305 92.204 -16.186 4.311 157.982 76.52 0.345 OK

17 305 94.918 -19.81 -0.336 157.982 76.52 0.39 OK

18 305 86.582 -5.956 3.9 151.792 76.52 0.142 OK

19 305 94.058 -21.079 -1.374 157.982 76.52 0.422 OK

20 305 76.785 -8.748 12.62 151.792 73.88 0.261 OK

21 305 69.302 -6.617 8.336 151.792 73.88 0.189 OK

22 305 93.729 -6.903 17.278 157.982 76.52 0.245 OK

23 305 100.379 -3.032 12.401 157.982 76.52 0.138 OK

24 305 82.482 -12.086 0.08 151.792 76.52 0.237 OK

25 305 84.653 -14.985 -3.638 151.792 76.52 0.318 OK

26 305 77.985 -3.902 -0.248 151.792 73.88 0.081 OK

27 305 83.965 -16 -4.468 151.792 76.52 0.343 OK

375 11 376 88.005 -21.945 9.697 157.982 76.52 0.492 OK

12 376 59.568 -10.225 13.573 146.736 70.85 0.309 OK

13 376 47.132 -3.089 11.56 146.736 70.85 0.144 OK

14 376 79.764 -11.488 18.885 151.792 73.88 0.358 OK

15 376 73.004 -3.874 18.707 151.792 73.88 0.202 OK

16 376 77.128 -13.047 12.434 151.792 73.88 0.347 OK

17 376 65.548 -13.506 9.864 146.736 73.88 0.341 OK

18 376 65.14 -8.651 14.275 146.736 73.88 0.273 OK19 376 56.949 -13.061 11.031 146.736 70.85 0.352 OK

20 376 54.372 -10.599 9.696 146.736 70.85 0.29 OK

21 376 44.423 -4.891 8.086 146.736 70.85 0.159 OK

22 376 70.529 -11.61 13.946 151.792 73.88 0.328 OK

23 376 65.121 -5.518 13.803 135.203 65.65 0.228 OK

24 376 68.42 -12.857 8.785 135.203 65.65 0.359 OK

25 376 59.156 -13.224 6.729 135.203 65.65 0.352 OK

26 376 58.829 -9.34 10.258 135.203 65.65 0.289 OK

27 376 52.277 -12.868 7.662 135.203 65.65 0.351 OK

376 11 377 80.32 -11.273 -11.685 135.203 65.65 0.344 OK12 377 74.902 -6.708 -17.021 135.203 65.65 0.279 OK

13 377 68.698 -4.364 -14.789 135.203 65.65 0.209 OK

14 377 57.44 -6.125 -17.444 135.203 65.65 0.269 OK

15 377 46.276 -3.324 -16.596 135.203 65.65 0.199 OK

16 377 71.738 -8.799 -14.378 135.203 65.65 0.307 OK

17 377 61.319 -9.781 -11.082 135.203 65.65 0.305 OK

18 377 61.76 -5.064 -15.252 135.203 65.65 0.229 OK

19 377 54.409 -8.653 -11.67 135.203 65.65 0.284 OK

20 377 64.959 -6.335 -12.813 135.203 65.65 0.24 OK

21 377 59.996 -4.46 -11.027 135.203 65.65 0.183 OK

22 377 50.99 -5.869 -13.151 135.203 65.65 0.231 OK

23 377 42.058 -3.628 -12.473 135.203 65.65 0.175 OK

24 377 62.428 -8.008 -10.699 135.203 65.65 0.262 OK

Page 46


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Analysis and Design of work shop at Gunnavaram Rev.025 377 54.093 -8.794 -8.062 135.203 65.65 0.261 OK

26 377 54.445 -5.02 -11.398 135.203 65.65 0.199 OK

27 377 48.565 -7.892 -8.532 135.203 65.65 0.243 OK

1108 11 466 85.967 22.069 8.504 135.203 65.65 0.567 OK

12 466 59.293 10.621 14.158 135.203 65.65 0.347 OK

13 466 47.418 3.916 11.91 135.203 65.65 0.178 OK

14 466 77.263 12.105 17.987 135.203 65.65 0.41 OK

15 466 69.863 5.032 17.167 135.203 65.65 0.242 OK

16 466 63.57 8.798 13.389 135.203 65.65 0.3 OK

17 466 52.897 9.138 10.696 135.203 65.65 0.288 OK

18 466 75.423 14.121 11.588 135.203 65.65 0.408 OK

19 466 60.178 16.21 9.799 135.203 65.65 0.443 OK

20 466 53.597 10.985 9.816 135.203 65.65 0.324 OK

21 466 44.097 5.622 8.017 135.203 65.65 0.188 OK

22 466 67.973 12.173 12.878 135.203 65.65 0.373 OK

23 466 62.053 6.514 12.222 135.203 65.65 0.239 OK

24 466 57.019 9.527 9.2 135.203 65.65 0.286 OK

25 466 48.48 9.799 7.046 135.203 65.65 0.276 OK

26 466 66.501 13.786 7.76 135.203 65.65 0.372 OK

27 466 54.305 15.457 6.328 135.203 65.65 0.4 OK

1109 11 468 118.37 30.958 -2.755 135.203 65.65 0.728 OK

12 468 98.021 21.679 -11.769 135.203 65.65 0.582 OK

13 468 93.484 18.297 -12.557 135.203 65.65 0.511 OK

14 468 76.342 18.652 -10.568 135.203 65.65 0.504 OK

15 468 63.966 14.214 -10.975 135.203 65.65 0.406 OK16 468 83.552 16.777 -9.634 135.203 65.65 0.455 OK

17 468 74.166 13.819 -8.115 135.203 65.65 0.376 OK

18 468 92.917 25.487 -8.998 135.203 65.65 0.649 OK

19 468 79.82 20.253 -7.02 135.203 65.65 0.515 OK

20 468 96.428 21.85 -6.797 135.203 65.65 0.55 OK

21 468 92.798 19.144 -7.428 135.203 65.65 0.492 OK

22 468 79.084 19.429 -5.836 135.203 65.65 0.487 OK

23 468 69.183 15.878 -6.162 135.203 65.65 0.408 OK

24 468 84.852 17.929 -5.089 135.203 65.65 0.447 OK

25 468 77.344 15.562 -3.874 135.203 65.65 0.384 OK26 468 92.345 24.897 -4.58 135.203 65.65 0.603 OK

27 468 81.867 20.709 -2.998 135.203 65.65 0.495 OK

1248 11 743 101.481 33.674 11.103 135.203 65.65 0.852 OK

12 743 84.99 32.461 2.817 135.203 65.65 0.763 OK

13 743 80.613 32.851 0.085 135.203 65.65 0.751 OK

14 743 78.751 34.874 17.203 135.203 65.65 0.924 OK

15 743 74.321 36.903 21.009 135.203 65.65 0.999 OK

16 743 80.138 31.94 9.543 135.203 65.65 0.8 OK

17 743 73.376 31.774 10.307 135.203 65.65 0.802 OK

18 743 85.261 34.763 11.023 135.203 65.65 0.876 OK

19 743 74.854 -6.933 11.734 135.203 65.65 0.245 OK

20 743 79.485 27.356 3.331 135.203 65.65 0.65 OK

21 743 75.984 27.668 1.146 135.203 65.65 0.641 OK

Page 47


49/100


23 743 70.95 30.91 17.885 135.203 65.65 0.839 OK

24 743 75.603 26.939 8.712 135.203 65.65 0.68 OK

25 743 70.194 26.807 9.323 135.203 65.65 0.681 OK

26 743 79.702 29.198 9.896 135.203 65.65 0.74 OK

27 743 71.376 -4.159 10.465 135.203 65.65 0.172 OK

Page 48


50/100


Design of main frameSince The section is laterally stiffed from the purlin

Maximum bending moment from the STAAD = 249 KN-M

Factored bending moment = 373.5 KN-m

Allowable stress = 350 Mpa

6

600

8

180

Plastic modulus

Top flange = 180 x 8 x 296 = 426240

Bottom flange = 180 x 8 x 296 = 426240

web = 292 x 6 x 146 x 2 = 511584

Plastic Modulus of the section ( Zp ) 1364064 mm3

Page 49


51/100


Moment of Inertia of the section = 3.89E+10 - 3.47E+10 = 3.52E+08 mm4

12

Elastic modulus ( Ze ) = 1173126 mm3

Zp/Ze 1364064/1173126 = 1.16276 < 1.2 OK

Cross sectional area

Top flange = 180 x 8 = 1440

Bottom flange = 180 x 8 = 1440

web = 584 x 6 = 3504

Total cross sectional area 6384 sqmm

Moment Carrying capacity of the section = Zp x fy = 434 kN-m

ϒmo

Moment of Inertia about the minor axis = 3.5E+09 - 3.08E+09 = 4E+07 mm4

12

Section modulus = 391365 mm3

Moment carrying capacity of the section about minor axis = 137 kN-m

Shear carrying capacity of the section = fyw Av

ϒmo 1.73205

Page 50


52/100

Analysis and Design of work shop at Gunnavaram Rev.0ϒmo = 1.1

Av 584 x 6 = 3504 sqmm

Shear carrying capacity of the section = 644 kN

Load carrying capacity of the column in compression 6384 x 350 = 2031 kN

1000 x 1.1

Load carrying capacity of the column in tension 6384 x 350 = 2031 kN

1000 x 1.1

Allowable stress = 350 Mpa

Maximum bending moment = 86

6

300

8

180

Plastic modulus

Top flange = 180 x 8 x 146 = 210240

Page 51


53/100

Analysis and Design of work shop at Gunnavaram Rev.0Bottom flange = 180 x 8 x 146 = 210240

web = 142 x 6 x 71 x 2 = 120984

Plastic Modulus of the section ( Zp ) 541464

Moment of Inertia of the section = 4.86E+09 - 3.99E+09 = 72858592

12

Elastic modulus ( Ze ) = 485724

Zp/Ze 541464/485724 = 1.114757 < 1.2 OK

Moment Carrying capacity of the section = Zp x fy = 172 kN-m

ϒmo

Moment of Inertia about the minor axis = 1.75E+09 - 1.5E+09 = 2E+07 mm4

12

Section modulus = 234705 mm

3

Moment carrying capacity of the section about minor axis = 82 kN-m

Top flange = 180 x 8 = 1440

Bottom flange = 284 x 6 = 1704

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55/100

Analysis and Design of work shop at Gunnavaram Rev.0Capacity of the bolt in tension = 80.22727 kN

Maximum bending moment at the support

Maximum tension in the column

0.45 m

0.2

Moment carrying capacity of the bolts in Z direction = 144.409 kN-m80.22727 x 3 x 0.45 108.307

80.22727 x 2 x 0.225 36.1023

Moment carrying capacity of the bolts in y direction = 64.1818 kN-m

80.22727 x 3 x 0.2 48.1364

80.22727 x 2 x 0.1 16.0455

80.22727 x 2 x 0 0

Tensile capacity of the bolts 80.22727 x 8 = 641.8182 kN

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Design of Anchor bolts type -2

Dia of the anchor bolt = 24 mm

Grade of anchor bolt = 4.6 Grade

Yield strength of the bolt = 250 Mpa

ultimate strength of the bolt = 400 Mpa

Tensile stress area of the bolt = 353 sqmm

Capacity of the bolt in tension = 80.22727 kN

0.5 m

0.2

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Moment carrying capacity of the bolts in Z direction = 160.455 kN-m

80.22727 x 3 x 0.5 120.341

80.22727 x 2 x 0.25 40.1136


80.22727 x 4 x 0.2 64.1818

80.22727 x 0 x 0.133333 0

80.22727 x 0 x 0.066667 0

Tensile capacity of the bolts 80.22727 x 10 = 802.2727 kN

Design of beam Column joint

Along grid -A and Grid- E

Using Height strength bolts of 8.8 grade

Ultimate tensile strength of the bolt = 800 Mpa


Dia of the bolt = 24 mm

Cross sectional area = 353 sqmm

Material factor for the yield strength = 1.1

Capacity of the bolt 353 x 640 = 205 kN

1.1 x 1000

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0.1

0.12

0.6

0.7

Moment carrying capacity of the bolts in Z direction = 574 kN-m

205 x 2 x 0.7 287

205 x 2 x 0.6 246205 x 2 x 0.1 41


205 x 4 x 0.12 98.4

205 x 2 x 0 0

205 x 2 x 0 0

Tensile capacity of the bolts 205 x 8 = 1640 kN

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Analysis and Design of work shop at Gunnavaram Rev.0Along grid -B








1.1 x 1000

0.15

0.18

0.3

0.45

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Moment carrying capacity of the bolts in Z direction = 369 kN-m

205 x 2 x 0.45 184.5

205 x 2 x 0.3 123

205 x 2 x 0.15 61.5


205 x 4 x 0.18 147.6

205 x 2 x 0 0

205 x 2 x 0 0


Bolt Connection Between A -B and Main beam








1.1 x 1000

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0.2

0.12

0.225

0.45

Moment carrying capacity of the bolts in Z direction = 174.25 kN-m

205 x 0 x 0.45 0

205 x 2 x 0.225 92.25

205 x 2 x 0.2 82

Moment carrying capacity of the bolts in y direction = 73.8 kN-m205 x 3 x 0.12 73.8

205 x 2 x 0 0

205 x 2 x 0 0


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Anchored bolt Connection design

Beam L/C Node

Axial

Force kN

Shear-Y

kN

Shear-Z

kN

Torsion

kNm

Moment-Y

kNm

Moment-Z

kNm MRZ MRY

FY

tensio

n IR MZ IR MY

IR

tension

Combi

ned

check

1 28 1 73.825 -36.254 0.236 0 -0.594 -9.501 108.3 64.18 641.8 0.115 0.09 0.009 0.021 0.162 oK

29 1 -60.462 69.982 -0.112 0.01 0.297 -24.487 108.3 64.18 641.8 0.094 0.23 0.005 0.06

30 1 -117.735 87.153 -0.268 0.017 0.678 1.33 108.3 64.18 641.8 0.183 0.01 0.011 0.034

31 1 -15.932 30.353 -0.051 0.009 0.136 -13.026 108.3 64.18 641.8 0.025 0.12 0.002 0.015

32 1 -71.643 31.875 -0.224 0.016 0.563 6.082 108.3 64.18 641.8 0.112 0.06 0.009 0.016

33 1 -31.916 9.676 -4.796 0 13.282 12.459 108.3 64.18 641.8 0.05 0.12 0.207 0.059

34 1 -89.823 24.09 -4.726 -0.008 13.109 34.427 108.3 64.18 641.8 0.14 0.32 0.204 0.162

35 1 -31.897 9.905 4.658 0.017 -12.923 8.942 108.3 64.18 641.8 0.05 0.08 0.201 0.05

36 1 -88.338 24.089 1.586 -0.012 -4.42 35.707 108.3 64.18 641.8 0.138 0.33 0.069 0.132

37 1 -8.692 34.152 0.018 0.007 -0.051 -24.327 108.3 64.18 641.8 0.014 0.22 8E-04 0.051

38 1 -54.51 47.889 -0.107 0.013 0.254 -3.674 108.3 64.18 641.8 0.085 0.03 0.004 0.008

39 1 26.932 2.448 0.067 0.007 -0.18 -15.159 108.3 64.18 641.8 0.042 0.14 0.003 0.021

40 1 -17.636 3.666 -0.071 0.013 0.162 0.127 108.3 64.18 641.8 0.027 0 0.003 8E-04

41 1 14.145 -14.093 -3.729 0 10.338 5.229 108.3 64.18 641.8 0.022 0.05 0.161 0.029

42 1 -32.18 -2.562 -3.673 -0.006 10.198 22.804 108.3 64.18 641.8 0.05 0.21 0.159 0.072

43 1 14.161 -13.91 3.834 0.014 -10.627 2.416 108.3 64.18 641.8 0.022 0.02 0.166 0.028

44 1 -30.992 -2.562 1.376 -0.01 -3.825 23.827 108.3 64.18 641.8 0.048 0.22 0.06 0.054

2 28 2 197.002 49.183 -0.138 0 0.459 23.321 108.3 64.18 641.8 0.307 0.22 0.007 0.141 0.213 oK

29 2 66.557 -30.976 -0.597 0 0.993 3.924 108.3 64.18 641.8 0.104 0.04 0.015 0.012

30 2 14.701 -29.303 -0.674 0 1.025 3.583 108.3 64.18 641.8 0.023 0.03 0.016 0.00231 2 15.541 -74.998 -0.981 0.002 1.413 -26.384 108.3 64.18 641.8 0.024 0.24 0.022 0.06

32 2 -48.226 -87.63 -1.269 0.002 1.692 -49.21 108.3 64.18 641.8 0.075 0.45 0.026 0.213

33 2 42.212 -1.618 -6.67 0.002 8.992 -5.335 108.3 64.18 641.8 0.066 0.05 0.14 0.026

34 2 -14.958 -12.837 -6.921 0.002 9.249 -18.913 108.3 64.18 641.8 0.023 0.17 0.144 0.052

35 2 40.029 -2.443 5.588 -0.001 -7.208 -4.021 108.3 64.18 641.8 0.062 0.04 0.112 0.018

36 2 -15.949 -12.432 1.642 0 -2.049 -19.216 108.3 64.18 641.8 0.025 0.18 0.032 0.033

37 2 133.135 2.072 -0.325 0 0.602 15.419 108.3 64.18 641.8 0.207 0.14 0.009 0.063

38 2 91.651 3.411 -0.386 0 0.627 15.146 108.3 64.18 641.8 0.143 0.14 0.01 0.04

Page 61


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Beam L/C Node

Axial

Force kN

Shear-Y

kN

Shear-Z

kN

Torsion

kNm

Moment-Y

kNm

Moment-Z

kNm MRZ MRY

FY

tensio

n IR MZ IR MY

IR

tension

Combi

ned

check

39 2 92.322 -33.145 -0.632 0.001 0.938 -8.827 108.3 64.18 641.8 0.144 0.08 0.015 0.028

40 2 41.309 -43.25 -0.862 0.001 1.161 -27.088 108.3 64.18 641.8 0.064 0.25 0.018 0.067

41 2 113.66 25.559 -5.184 0.001 7.001 8.012 108.3 64.18 641.8 0.177 0.07 0.109 0.049

42 2 67.923 16.584 -5.384 0.

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