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Basic Dimensions of the Bridge:

Length (L) 30 m

Width (W) 2 m

Height (h) 2.5 m

Distance between supp 3 m

Design o f walk wayWidth of walkway 1.225 m

Weight of checkered pl. (10 o/p) 85 kg/m2

Live load on walkway (@500 kg/m2) 500 kg/m

Total UDL 585 kg/m2

Using MC200 Channel, udl on channel 358.3125 kg/m

Self weight of channel 22.1 kg/m

Total UDL 380.4125 kg/m

Span 3 m

Moment 42797 kg.cm

Section modulus 181.9 cm3

Bending stress 235.27763 kg/cm2

< 1650 kg/m2

Load on bridge:

Load from walkway support DL: (Intermediate support) 223 kg

(End support) 111.5 kg

(End support) 459.5 kg

Load from pipe DL: (Intermediate support) 202.5 kg

(End support) 101.25 kg

LL: (Intermediate support) 288 kg

(End support) 144 kg

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Wind load

Basic wind speed, Vb = 44 m/s (as per specification)

Risk coefficient, k1 = 1

Terrain, ht and structure size factor, k2 = 1.03 Structure class B, Terrain category 1

[Value at 10.0m height considered]

Topography factor, k3 = 1

Design wind speed, Vz = 45.32 m/s

Design wind pressure, pz = 1232.3414 N/m

= 0.126 T/m2

Considering 50% opening

UDL on Top and bottom chord = 0.079 T/m

Seismic load calculation:

The seismic load is calculated using built in algorithm of STAAD.

The followings are the parameters considered for seismic analysis through STAAD.

Seismic zone II, zone factor, Z: 0.1

Importance factor, I: 1.5

Response reduction factor, R: 4.0Soil type: soft

Damping coefficient: 0.02

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Primary Load cases:

1 Seismic load: in +ve x-direction SL:1

2 Seismic load: in -ve x-direction SL:2

3 Wind Load 1 WLL1

4 Wind Load 2 WLL2

5 Dead Load DL

6 Live load LL

Load Combinations:

(For Steel design)

Sl. No. Description Factor

7 DL+LL 1

8 DL+LL+SL:1 0.75

9 DL+LL+SL:2 0.75

10 DL+LL+WLL1 0.75

11 DL+LL+WLL2 0.7512 DL+SL:1 1

13 DL+SL:2 1

14 DL+WLL1 1

15 DL+WLL2 1

(For Foundation design)

Sl. No. Description Factor

7 DL+LL 1

12 DL+SL:1 1

13 DL+SL:2 1

14 DL+WLL1 1

15 DL+WLL2 1

16 DL+LL+SL:1 1

17 DL+LL+SL:2 1

18 DL+LL+WLL1 1

19 DL+LL+WLL2 1

(For Column design)

Sl. No. Description Factor

20 DL+LL 1.5

21 DL+LL+SL:1 1.2

22 DL+LL+SL:2 1.2

23 DL+LL+WLL1 1.2

24 DL+LL+WLL2 1.2

25 DL+SL:1 1.5

26 DL+SL:2 1.5

27 DL+WLL1 1.5

28 DL+WLL2 1.5

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Design of Columns:

Grade of construction material:

Concrete M 25

Reinforcing steel Fe 415

D

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Type C-1 Location:

Column dimension: b 500 mm Corresponding unsupported length, lb 4000 mm

D 900 mm Corresponding unsupported length, lD 4000 mm

The critical member no. is 7 Vertical load, Pu = -1 T

The critical load comb no. 27 Moment about minor axis = 9 Tm

Moment about major axis = 7 Tm

Minimum eccentricity, eD = 38 mm; Minimum eccentricity moment MD= 0 Tm

Minimum eccentricity, eb = 25 mm; Minimum eccentricity moment Mb= 0 Tm

' = ' =, D D

Slenderness eccentricity, e'b = 0 mm; Slenderness eccentricity moment M'b= 0 Tm

Bar dia (mm) Nos. of bars Ast(cm2)

Reinforcements 16 16 32.16

0

Clear cover to reinforcements 50 mm

Design vertical load, Pu = -1 T

Desi n moment about minor axis Mu = 9 Tm ,

Design moment about major axis, Muz = 7 Tm

Ast, provided(cm2) = 32.16 cm2 d' / d (minor axis) = 0.116

p = 0.714 % Mu/ fckbD2(minor axis) = 0.041391 N/m

p / fck = 0.02856 N/mm Mu(minor axis) = 23.28 Tm

Pu/ fckbD = -0.001 N/mm2

d' / d (major axis) = 0.064

Mu/ fckbD2(major axis) = 0.044443 N/m

Mu (major axis) = 44.99 Tm

Puz = 602.73 T

Pu/ Puz = -0.001 Interaction ratio = 0.542188 ...Okay

= 1

Use 10Y column links @ 250c/c

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Design of footingsCoeff. of friction between soil and concrete = 0.4 Depth of foundation below NGL 2 m

Factor of safety against uplift = 1.25 Grade of concrete M 25

Factor of safety against overturning = 1.4 Grade of steel Fe 415

Factor of safety against sliding = 1.4 Allowable net bearing pressure 10 T/m2

Allowable gross bearing pressure = 13.6 T/m2(Transient loads excluded)

= 16.1 T/m2(Transient loads included)

Details of Footing

Bott. Reinf To . Reinf Foot in Dim

L (m) //

to x

W (m)

// to z

T (m) B (m)

// to x

D (m)

// to z

// to z // to x // to z // to x

F1 1 River end 1.9 4.2 0.7 0.5 0.9 12-125 12-200 10-250 10-250

F1 67 River end 1.9 4.2 0.7 0.5 0.9 12-125 12-200 10-250 10-250

. .

mkd.

.

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Footing marked: F1 (Joint no. 1) At River end Clear cover to reinforcement 50 mm

Footing Dimension: Width (along x-axis) 1.9 m deffof footing for moment about major axis 644 mm

Length (along z-axis) 4.2 m deffof footing for moment about minor axis 632 mm

Thickness 0.7 m Weight of concrete: 13.97 T

Column dimension: Width (along x-axis) 0.5 m Weight of soil: 17.62 T

Length (along z-axis) 0.9 m Total weight of footing and soil 31.59 T

Footing-geometrical parameters:

h = 2000 mm

L = 1900 mm

B = 4200 mm

t = 700 mm

L1x = 700 mm

L2x = 56 mm

L1z = 1650 mmL

B

L2z = 1018 mm

Footing-reinforcements:a 12Y @ 125 c/c

b 12Y @ 200 c/c

c 10Y @ 250 c/c

d 10Y @ 250 c/c

h

b

dc

a

t

pmax

pmin

pmom

pshear

L

L1

L2

L

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Shear

T max,

oss)

/m2Factor of safety*Load combinations description with

Sl. Nos.

Pframe(T)

Pgross(T)

Mom:

x

Mom:

z OT: x OT: z Sliding

7 COMBINATION LOAD CASE 7 2.168 33.76 2.124 0.012 0.93 30 2405.2 13.06 4.62

8 COMBINATION LOAD CASE 8 1.113 32.70 0.963 0.405 0.53 64.1 69 22.21 4.44

9 COMBINATION LOAD CASE 9 1.573 33.16 0.352 0.008 0.13 178 3544.2 91.83 4.23

10 COMBINATION LOAD CASE 10 -0.363 31.23 1.258 0.967 1 46.9 27.6 11.24 4.53

11 COMBINATION LOAD CASE 11 3.561 35.15 2.95 0.982 1.6 22.5 30.6 7.9 5.33

12 COMBINATION LOAD CASE 12 -0.26 31.33 0.38 0.55 0.52 155.8 48.7 21.69 4.22

13 COMBINATION LOAD CASE 13 0.355 31.95 1.195 0.001 0.58 50.5 27313 19.82 4.22

14 COMBINATION LOAD CASE 14 -2.227 29.36 3.341 1.299 1.91 16.6 19.3 5.53 4.8

P(gT

. .

15 COMBINATION LOAD CASE 15 3.005 34.60 2.269 1.3 1.52 28.8 22.7 8.19 5.26

16 COMBINATION LOAD CASE 16 1.483 33.07 1.284 0.54 0.71 48.6 52.3 16.76 4.59

17 COMBINATION LOAD CASE 17 2.098 33.69 0.47 0.011 0.16 135.4 2618.4 75.79 4.32

18 COMBINATION LOAD CASE 18 -0.484 31.11 1.677 1.289 1.33 35 20.6 8.41 4.71

19 COMBINATION LOAD CASE 19 4.748 36.34 3.933 1.31 2.14 17.4 23.7 6.11 5.78

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Calculation of reinforcements for moments about x-axis

Load Pgross(T) Ex(m) pmax pmin pm ps Mmax Ast v(MPa)Mu/bd2 ptSFcr

7 33.76 0.063 4.62 3.85 4.32 4.44 0.765 0.582 0.029 0.009 0.57 0.028 32.7 0.03 4.28 3.93 4.15 4.2 0.379 0.287 0.012 0.004 0.26 0.019 33.16 0.011 4.23 4.1 4.18 4.2 0.347 0.261 0.011 0.004 0.26 0.0110 31.23 0.041 4.15 3.69 3.97 4.04 0.179 0.139 0.006 0.002 0.13 0.0111

35.15 0.084 4.94 3.88 4.53 4.69 1.15 0.872 0.035 0.01 0.64 0.0212 31.33 0.013 4 3.86 3.95 3.97 0.034 0.027 0.002 0.001 0.07 0.0113 31.95 0.038 4.23 3.79 4.06 4.13 0.293 0.226 0.009 0.003 0.19 0.0114 29.36 0.114 4.28 3.09 3.82 4 0.229 0.185 0.007 0.002 0.13 0.01

comb sl. (T/m2)

(T/m2)

(T/m2)

(T/m2)

(Tm/m)

(cm2/m(MPa)

(Tm/m)

15 34.6 0.066 4.75 3.93 4.43 4.56 0.933 0.709 0.029 0.009 0.57 0.0216 33.07 0.039 4.38 3.92 4.2 4.27 5.881 0.373 0.177 0.05 3.16 0.01

17 33.69 0.014 4.31 4.14 4.25 4.27 5.84 0.338 0.176 0.05 3.16 0.01

18 31.11 0.054 4.2 3.6 3.97 4.06 5.613 0.175 0.169 0.048 3.04 0.01

19 36.34 0.109 5.27 3.85 4.72 4.93 6.925 1.162 0.209 0.059 3.73 0.03

Area of steel required in z-direction = 3.73 cm2/m

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Calculation of reinforcements for moments about z axis:

Load Pgross(T) Ez(m) pmax pmin pm ps Mmax v(MPa)SFcr Mu/bd2 pt Ast

7 33.76 0.001 4.25 4.22 4.24 4.25 0.071 0.017 0.003 0.001 0.07 0.018 32.70 0.013 4.27 3.93 4.15 4.26 0.067 0.018 0.002 0.001 0.07 0.019 33.16 0.001 4.17 4.15 4.17 4.17 0.052 0.012 0.002 0.001 0.07 0.0110 31.23 0.031 4.3 3.54 4.02 4.28 0.061 0.019 0.002 0.001 0.07 0.0111 35.15 0.028 4.8 4.02 4.52 4.78 0.184 0.047 0.006 0.002 0.13 0.0112 31.33 0.018 4.15 3.71 3.99 4.14 0.034 0.011 0.001 0.001 0.07 0.0113 31.95 0.001 4.02 4 4.02 4.02 0.016 0.004 0.001 0.001 0.07 0.01

comb sl.

no.

(T/m2)

(T/m2)

(T/m2)

(T/m2)

(Tm/m)

(Tm/m) (MPa)

(cm2/m

)

14 29.36 0.045 4.21 3.16 3.83 4.18 0.031 0.014 0.001 0.001 0.07 0.0115 34.60 0.038 4.86 3.82 4.48 4.83 0.19 0.05 0.006 0.002 0.13 0.0116 33.07 0.017 4.37 3.93 4.21 4.36 1.058 0.023 0.031 0.009 0.58 0.0117 33.69 0.001 4.24 4.21 4.23 4.24 1.038 0.016 0.031 0.009 0.58 0.0118 31.11 0.042 4.42 3.39 4.05 4.39 1.053 0.025 0.031 0.009 0.58 0.0119 36.34 0.037 5.09 4.03 4.7 5.06 1.216 0.063 0.036 0.01 0.65 0.01

Area of steel required in x-direction = 0.65 cm /m

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Provide following reinforcements:

Bottom:

In z- direction Bar diameter = 12 mm

Spacing = 125 mm

Area of reinf provided = 9.04 cm2/m

In x-direction Bar diameter = 12 mm

Spacing = 200 mm

Area of reinf provided = 5.65 cm2/m

Top:

In z- direction Bar diameter = 10 mm

Spacing = 250 mm

Area of reinf provided = 3.14 cm2/m

In x-direction Bar diameter = 10 mm

Spacing = 250 mm

Area of reinf provided = 3.14 cm2/m

Check for 1-way shear:

Shorter direction:

pt(provided) = 0.14

c = 0.28 N/mm > 0.03 N/mm

Longer direction:

pt(provided) = 0.09c = 0.23 N/mm > 0.01 N/mm

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Footing mar ked: F1 (Joint no . 67) A t River end Clear cover to reinforcement 50 mm

Footing Dimension: Width (along x-axis) 1.9 m deffof footing for moment about major axis 644 mm

Length (along z-axis) 4.2 m deffof footing for moment about minor axis 632 mm

Thickness 0.7 m Weight of concrete: 13.97 T

Column dimension: Width (along x-axis) 0.5 m Weight of soil: 17.62 T

Length (along z-axis) 0.9 m Total weight of footing and soil 31.59 T

Footing-geometrical parameters:

h = 2000 mm

L = 1900 mm

B = 4200 mm

t = 700 mm

L1x = 700 mm

L2x = 56 mm

L1z = 1650 mmL

B

L2z = 1018 mm

Footing-reinforcements:a 12Y @ 125 c/c

b 12Y @ 200 c/c

c 10Y @ 250 c/c

d 10Y @ 250 c/c

h

b

dc

a

t

pmax

pmin

pmom

pshear

L

L1

L2

L

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OT: x OT: z Slidin

Mom:

z

Shear

T

Factor of safety*

Pmax,

(gros

s)Load combinations description with

Sl. Nos.

Pframe(T)

Pgross(T)

Mom:

x

7 COMBINATION LOAD CASE 7 3.415 35.01 0.169 0.191 0.17 391.4 156.6 74.12 4.5

8 COMBINATION LOAD CASE 8 1.12 32.71 0.115 0.863 0.45 537.5 32.4 26.16 4.47

9 COMBINATION LOAD CASE 9 2.466 34.06 0.756 0.144 0.19 85.1 202.2 64.52 4.46

10 COMBINATION LOAD CASE 10 -1.002 30.59 0.096 1.437 0.67 602.2 18.1 16.43 4.42

11 COMBINATION LOAD CASE 11 6.223 37.81 0.107 1.158 0.44 667.9 27.9 30.93 5.22

12 COMBINATION LOAD CASE 12 -1.211 30.38 0.024 1.004 0.47 2392.3 25.8 23.26 4.2113 COMBINATION LOAD CASE 13 0.583 32.17 1.138 0.046 0.22 53.4 597.9 52.64 4.26

14 COMBINATION LOAD CASE 14 -4.041 27.55 0.001 1.771 0.78 52068 13.3 12.71 4.16

15 COMBINATION LOAD CASE 15 5.592 37.18 0.014 1.689 0.71 5019.5 18.8 18.85 5.34

. .

16 COMBINATION LOAD CASE 16 1.494 33.08 0.154 1.151 0.59 406 24.5 20.18 4.63

17 COMBINATION LOAD CASE 17 3.288 34.88 1.008 0.192 0.25 65.3 155.3 50.22 4.63

18 COMBINATION LOAD CASE 18 -1.336 30.25 0.129 1.917 0.9 443.2 13.4 12.1 4.58

19 COMBINATION LOAD CASE 19 8.297 39.89 0.143 1.543 0.59 527.1 22.1 24.33 5.64

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Calculation of reinforcements for moments about x-axis

Ex(m) pmax v(MPa)SFcr Mu/bd2 pt Astpmin pm ps MmaxLoad Pgross(T)

7 35.01 0.005 4.42 4.36 4.4 4.41 0.619 0.465 0.024 0.007 0.45 0.02

8 32.71 0.004 4.13 4.08 4.12 4.12 0.229 0.17 0.007 0.002 0.13 0.01

9 34.06 0.023 4.41 4.13 4.3 4.35 0.565 0.429 0.017 0.005 0.32 0.0110 30.59 0.004 3.86 3.82 3.85 3.86 -0.139 -0.101 -0.005 -0.002 -0.13 -0.0111 37.81 0.003 4.76 4.72 4.75 4.76 1.087 0.816 0.033 0.01 0.64 0.0212 30.38 0.001 3.82 3.81 3.82 3.82 -0.189 -0.142 -0.006 -0.002 -0.13 -0.0113 32.17 0.036 4.24 3.83 4.08 4.15 0.311 0.241 0.01 0.003 0.19 0.0114 27.55 0.001 3.46 3.45 3.46 3.46 -0.679 -0.508 -0.021 -0.006 -0.38 -0.01

T/m2

(Tm/m) MPa

cm2/m

T/m2

T/m2

T/m2

(Tm/m)comb sl.

15 37.18 0.001 4.67 4.66 4.67 4.67 0.969 0.725 0.03 0.009 0.57 0.0216 33.08 0.005 4.18 4.12 4.16 4.17 5.681 0.221 0.171 0.048 3.04 0.01

17 34.88 0.029 4.56 4.19 4.42 4.48 6.144 0.572 0.185 0.052 3.29 0.02

18 30.25 0.005 3.82 3.77 3.81 3.81 5.196 -0.147 0.157 0.044 2.79 -0.01

19 39.89 0.004 5.03 4.98 5.02 5.02 6.843 1.086 0.206 0.058 3.67 0.03

Area of steel required in z-direction = 3.67 cm2/m

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Provide following reinforcements:

Bottom:

In z- direction Bar diameter = 12 mm

Spacing = 125 mm

Area of reinf provided = 9.04 cm2/m

In x-direction Bar diameter = 12 mm

Spacing = 200 mm

Area of reinf provided = 5.65 cm2/m

Top:

In z- direction Bar diameter = 10 mm

Spacing = 250 mm

Area of reinf provided = 3.14 cm2/m

In x-direction Bar diameter = 10 mm

Spacing = 250 mm

Area of reinf provided = 3.14 cm2/m

Check for 1-way shear:

Shorter direction:

pt(provided) = 0.14

c = 0.28 N/mm > 0.03 N/mm

Longer direction:

pt(provided) = 0.09c = 0.23 N/mm > 0.01 N/mm

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Wednesday, January 22, 2014, 06:4

PAGE NO. 1

****************************************************

* *

* STAAD.Pro V8i SELECTseries4 *

* Version 20.07.09.31 *

* Proprietary Program of *

* Bentley Systems, Inc. *

* Date= JAN 22, 2014 *

* Time= 16: 7:11 ** *

* USER ID: Voyage Technovision *

****************************************************

1. STAAD SPACE

NPUT FI LE: I nt ake Wel l 30m Br i dge. STD

2. START J OB I NFORMATI ON

3. ENGI NEER DATE 25- OCT- 13

4. END J OB I NFORMATI ON

5. I NPUT WI DTH 79

6. UNI T METER MTON

7. J OI NT COORDI NATES

8. 1 0 - 1. 804 0; 2 0 0. 8 0; 4 2 - 1. 804 0; 5 2 0. 8 0; 8 0 0. 8 30; 11 2 0. 8 30

9. 13 0 3. 3 3; 14 0 3. 3 6; 15 0 3. 3 9; 16 0 3. 3 12; 17 0 3. 3 15; 18 0 3. 3 18

10. 19 0 3. 3 21; 20 0 3. 3 24; 21 0 3. 3 27; 22 2 3. 3 3; 23 2 3. 3 6; 24 2 3. 3 9

11. 25 2 3. 3 12; 26 2 3. 3 15; 27 2 3. 3 18; 28 2 3. 3 21; 29 2 3. 3 24; 30 2 3. 3 27

12. 31 0 0. 8 3; 32 0 0. 8 6; 33 0 0. 8 9; 34 0 0. 8 12; 35 0 0. 8 15; 36 0 0. 8 18

13. 37 0 0. 8 21; 38 0 0. 8 24; 39 0 0. 8 27; 40 2 0. 8 3; 41 2 0. 8 6; 42 2 0. 8 9

14. 43 2 0. 8 12; 44 2 0. 8 15; 45 2 0. 8 18; 46 2 0. 8 21; 47 2 0. 8 24; 48 2 0. 8 27

15. 49 0 0. 496 0; 50 2 0. 496 0; 51 0 0. 496 30; 52 2 0. 496 30; 54 0 1. 85685 28. 7318

16. 55 2 1. 85685 28. 7318; 57 0 1. 85685 1. 26822; 58 2 1. 85685 1. 26822

17. 59 0 - 5. 33 15; 60 0 0. 496 15; 61 2 - 5. 33 15; 62 2 0. 496 15; 63 0 - 3. 87 9

18. 64 0 0. 496 9; 65 2 - 3. 87 9; 66 2 0. 496 9; 67 0 - 6. 678 21; 68 0 0. 496 21

19. 69 2 - 6. 678 21; 70 2 0. 496 21; 71 0 - 2. 417 15; 72 2 - 2. 417 15; 73 0 - 1. 687 9

20. 74 2 - 1. 687 9; 75 0 - 3. 091 21; 76 2 - 3. 091 21

21. MEMBER I NCI DENCES

22. 1 1 49; 3 4 50; 6 2 5; 12 8 11; 14 13 14; 15 14 15; 16 15 16; 17 16 1723. 18 17 18; 19 18 19; 20 19 20; 21 20 21; 24 22 23; 25 23 24; 26 24 25; 27 25 26

24. 28 26 27; 29 27 28; 30 28 29; 31 29 30; 33 2 31; 34 31 32; 35 32 33; 36 33 34

25. 37 34 35; 38 35 36; 39 36 37; 40 37 38; 41 38 39; 42 39 8; 43 5 40; 44 40 41

26. 45 41 42; 46 42 43; 47 43 44; 48 44 45; 49 45 46; 50 46 47; 51 47 48; 52 48 11

27. 53 31 13; 54 32 14; 55 33 15; 56 34 16; 57 35 17; 58 36 18; 59 37 19; 60 38 20

28. 61 39 21; 62 2 57; 63 13 32; 64 14 33; 65 15 34; 66 16 35; 67 18 35; 68 19 36

29. 69 20 37; 70 21 38; 71 8 54; 72 40 22; 73 41 23; 74 42 24; 75 43 25; 76 44 26

30. 77 45 27; 78 46 28; 79 47 29; 80 48 30; 81 5 58; 82 22 41; 83 23 42; 84 24 43

31. 85 25 44; 86 27 44; 87 28 45; 88 29 46; 89 30 47; 90 11 55; 91 13 22; 92 14 23

32. 93 15 24; 94 16 25; 95 17 26; 96 18 27; 97 19 28; 98 20 29; 99 21 30

33. 102 14 22; 103 23 13; 104 15 23; 105 24 14; 106 16 24; 107 25 15; 108 17 25

34. 109 26 16; 110 18 26; 111 27 17; 112 19 27; 113 28 18; 114 20 28; 115 29 19

35. 116 21 29; 117 30 20; 120 31 40; 121 32 41; 122 33 42; 123 34 43; 124 35 44

36. 125 36 45; 126 37 46; 127 38 47; 128 39 48; 129 31 5; 130 40 2; 131 32 40

37. 132 41 31; 133 33 41; 134 42 32; 135 34 42; 136 43 33; 137 35 43; 138 44 34

38. 139 36 44; 140 45 35; 141 37 45; 142 46 36; 143 38 46; 144 47 37; 145 39 47

Page 1 o:\Staad\Pipe Bridge (Somnath PHE)\Intake Well 30m Bridge.anl

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 2

39. 146 48 38; 147 8 48; 148 11 39; 149 49 2; 150 50 5; 151 51 8; 152 52 11

40. 154 54 21; 155 55 30; 157 57 13; 158 58 22; 159 49 50; 160 59 71; 161 61 72

41. 162 60 35; 163 62 44; 164 71 72; 165 63 73; 166 65 74; 167 64 33; 168 66 42

42. 169 73 74; 170 67 75; 171 69 76; 172 68 37; 173 70 46; 174 75 76; 175 71 60

43. 176 72 62; 177 73 64; 178 74 66; 179 75 68; 180 76 70

44. START USER TABLE

45. TABLE 1 _STARANGLES. UPT

46. END

47. DEFI NE MATERI AL START

48. I SOTROPI C STEEL49. E 2. 09042E+007

50. POI SSON 0. 3

51. DENSI TY 7. 83341

52. ALPHA 1. 2E- 005

53. DAMP 0. 03

54. TYPE STEEL

55. STRENGTH FY 25819. 2 FU 41584 RY 1. 5 RT 1. 2

56. I SOTROPI C CONCRETE

57. E 2. 21467E+006

58. POI SSON 0. 17

59. DENSI TY 2. 40262

60. ALPHA 1E- 005

61. DAMP 0. 05

62. TYPE CONCRETE

63. STRENGTH FCU 2812. 28

64. END DEFI NE MATERI AL

65. MEMBER PROPERTY I NDI AN

66. 1 3 160 161 165 166 170 171 175 TO 180 PRI S YD 0. 5 ZD 0. 9

67. 154 155 157 158 TABLE TB I SMB200 WP 0. 14 TH 0. 008

68. 14 TO 21 24 TO 31 TABLE ST I SMB200

69. 92 TO 98 TABLE ST I SMB150

70. 56 TO 58 75 TO 77 TABLE ST I SMB150

71. 54 55 59 60 73 74 78 79 TABLE ST I SMB150

72. *64 TO 69 83 TO 88 UPTABLE 1 2*L50X50X6

73. *102 TO 117 129 TO 148 UPTABLE 1 2*L50X50X6

74. *62 63 70 71 81 82 89 90 TABLE FR I SMC150 SP 0. 02

75. 63 65 TO 68 70 82 84 TO 87 89 TABLE ST I SA75X75X10

76. 106 TO 113 TABLE ST I SA50X50X6

77. 6 12 53 61 72 80 91 99 TABLE ST I SMB30078. 33 TO 52 TABLE ST I SMB150

79. 120 TO 128 TABLE ST I SMB150

80. * WP 0. 25 TH 0. 012 BW 0. 25 BT 0. 012

81. * WP 0. 155 TH 0. 012 BW 0. 155 BT 0. 012

82. 62 71 81 90 TABLE ST I SMB400

83. 149 TO 152 TABLE TB I SMB400 WP 0. 16 TH 0. 01 BW0. 16 BT 0. 01

84. MEMBER PROPERTY I NDI AN

85. 159 164 169 174 PRI S YD 0. 75 ZD 0. 4

86. 162 163 167 168 172 173 TABLE ST I SMB300

87. 102 TO 105 114 TO 117 133 TO 144 TABLE ST I SA75X75X10

88. 64 69 83 88 129 TO 132 145 TO 148 TABLE ST I SA100X100X10

89. *SP 0. 39

90. CONSTANTS

91. BETA 90 MEMB 149 TO 152 162 163 167 168 172 173

92. BETA 45 MEMB 63 TO 70 82 TO 89 102 TO 117 129 TO 148

93. MATERI AL STEEL MEMB 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 -

94. 154 155 157 158 162 163 167 168 172 173

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STAAD SPACE - - PAGE NO. 3

95. MATERI AL CONCRETE MEMB 1 3 159 TO 161 164 TO 166 169 TO 171 174 TO 180

96. MEMBER TRUSS

97. 14 TO 21 24 TO 31 33 TO 52

98. *MEMBER TRUSS

99. *62 TO 71 81 TO 90

100. *MEMBER TRUSS

101. *91 TO 99 120 TO 128

102. MEMBER TENSI ON

103. 102 TO 117 129 TO 148

104. SUPPORTS105. 1 4 59 61 63 65 67 69 FI XED

106. *BUT FX MX MY MZ

107. 51 52 PI NNED

108. *BUT FZ MX MY MZ

109. MEMBER RELEASE

110. 149 150 162 163 167 168 172 173 START MY MZ

111. DEFI NE 1893 LOAD

112. ZONE 0. 1 RF 4 I 1. 5 SS 1 DM 0. 02

113. SELFWEI GHT 1

114. MEMBER WEI GHT

115. *DL

116. 6 12 CON 0. 075 0. 2

117. 120 TO 128 CON 0. 15 0. 2

118. 6 12 CON 0. 075 1. 4

119. 120 TO 128 CON 0. 15 1. 4

120. 6 12 CON 0. 19 1. 7

121. 120 TO 128 CON 0. 375 1. 7

122. *50% LL

123. 6 12 CON 0. 225 0. 2

124. 120 TO 128 CON 0. 45 0. 2

125. 6 12 CON 0. 225 1. 4

126. 120 TO 128 CON 0. 45 1. 4

127. DEFI NE WI ND LOAD

128. TYPE 1 WI ND 1

129. I NT 0. 15 HEI G 10

130. EXP 1 J OI NT 2 5 8 11 13 TO 52 60 62 64 66 68 70

131. LOAD 1 LOADTYPE SEI SMI C TI TLE LOAD CASE 1

132. 1893 LOAD X 1

133. PERFORM ANALYSI S

P R O B L E M S T A T I S T I C S

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

NUMBER OF JOINTS 68 NUMBER OF MEMBERS 162

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0

NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 10

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STAAD SPACE -- PAGE NO. 4

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 47/ 9/ 60 DOF

TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 354

SIZE OF STIFFNESS MATRIX = 22 DOUBLE KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.5/ 42706.9 MB

*********************************************************

* *

* TI ME PERI OD FOR X 1893 LOADI NG = 0. 12434 SEC *

* SA/ G PER 1893= 3. 500, LOAD FACTOR= 1. 000 *

* FACTOR V PER 1893= 0. 0656 X 71. 00 *

* *

*********************************************************

**START I TERATI ON NO. 2

**START I TERATI ON NO. 3

**START I TERATI ON NO. 4

**NOTE- Tensi on/ Compressi on conver ged af t er 4 i t erat i ons, Case= 1

134. CHANGE

135. LOAD 2 LOADTYPE SEI SMI C TI TLE LOAD CASE 2

136. 1893 LOAD Z 1

137. PERFORM ANALYSI S

*********************************************************

* *

* TI ME PERI OD FOR Z 1893 LOADI NG = 0. 08778 SEC *

* SA/ G PER 1893= 3. 243, LOAD FACTOR= 1. 000 *

* FACTOR V PER 1893= 0. 0608 X 71. 00 *

* **********************************************************

**START I TERATI ON NO. 2

**START I TERATI ON NO. 3

**START I TERATI ON NO. 4

**START I TERATI ON NO. 5

**START I TERATI ON NO. 6

**START I TERATI ON NO. 7

**NOTE- Tensi on/ Compressi on conver ged af t er 7 i t erat i ons, Case= 2

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138. CHANGE

139. LOAD 3 LOADTYPE WI ND TI TLE LOAD CASE 3

140. MEMBER LOAD

141. 14 TO 21 24 TO 31 33 TO 52 62 71 81 90 154 155 157 158 UNI GX 0. 079

142. PERFORM ANALYSI S

**START I TERATI ON NO. 2

**NOTE- Tensi on/ Compressi on conver ged af t er 2 i t erat i ons, Case= 3

143. CHANGE

144. LOAD 4 LOADTYPE WI ND TI TLE LOAD CASE 4

145. MEMBER LOAD

146. 14 TO 21 24 TO 31 33 TO 52 62 71 81 90 154 155 157 158 UNI GX - 0. 079

147. PERFORM ANALYSI S

**START I TERATI ON NO. 2

**NOTE- Tensi on/ Compressi on conver ged af t er 2 i t erat i ons, Case= 4

148. CHANGE

149. I NACTI VE MEMBER 102 TO 117

150. LOAD 5 LOADTYPE NONE TI TLE LOAD CASE 5

151. *SELFWEI GHT Y - 1

152. MEMBER LOAD

153. 6 12 CON GY - 0. 112 0. 2

154. 120 TO 128 CON GY - 0. 224 0. 2

155. 12 CON GY - 0. 112 1. 425

156. 120 TO 128 CON GY - 0. 224 1. 425

157. 6 12 CON GY - 0. 102 1. 7

158. 120 TO 128 CON GY - 0. 204 1. 7

159. *PERFORM ANALYSI S

160. *CHANGE

161. LOAD 6 LOADTYPE NONE TI TLE LOAD CASE 6

162. MEMBER LOAD163. 6 12 CON GY - 0. 46 0. 2

164. 120 TO 128 CON GY - 0. 92 0. 2

165. 6 12 CON GY - 0. 46 1. 425

166. 120 TO 128 CON GY - 0. 92 1. 425

167. 6 12 CON GY - 0. 144 1. 7

168. 120 TO 128 CON GY - 0. 288 1. 7

169. LOAD COMB 7 COMBI NATI ON LOAD CASE 7

170. 5 1. 0 6 1. 0

171. LOAD COMB 8 COMBI NATI ON LOAD CASE 8

172. 1 0. 75 5 0. 75 6 0. 75

173. LOAD COMB 9 COMBI NATI ON LOAD CASE 9

174. 2 0. 75 5 0. 75 6 0. 75

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STAAD SPACE - - PAGE NO. 6

175. LOAD COMB 10 COMBI NATI ON LOAD CASE 10

176. 3 0. 75 5 0. 75 6 0. 75

177. LOAD COMB 11 COMBI NATI ON LOAD CASE 11

178. 4 0. 75 5 0. 75 6 0. 75

179. LOAD COMB 12 COMBI NATI ON LOAD CASE 12

180. 1 1. 0 5 1. 0

181. LOAD COMB 13 COMBI NATI ON LOAD CASE 13

182. 2 1. 0 5 1. 0

183. LOAD COMB 14 COMBI NATI ON LOAD CASE 14

184. 3 1. 0 5 1. 0185. LOAD COMB 15 COMBI NATI ON LOAD CASE 15

186. 4 1. 0 5 1. 0

187. LOAD COMB 16 COMBI NATI ON LOAD CASE 16

188. 1 1. 0 5 1. 0 6 1. 0

189. LOAD COMB 17 COMBI NATI ON LOAD CASE 17

190. 2 1. 0 5 1. 0 6 1. 0

191. LOAD COMB 18 COMBI NATI ON LOAD CASE 18

192. 3 1. 0 5 1. 0 6 1. 0

193. LOAD COMB 19 COMBI NATI ON LOAD CASE 19

194. 4 1. 0 5 1. 0 6 1. 0

195. LOAD COMB 20 COMBI NATI ON LOAD CASE 20

196. 5 1. 5 6 1. 5

197. LOAD COMB 21 COMBI NATI ON LOAD CASE 21

198. 1 1. 2 5 1. 2 6 1. 2

199. LOAD COMB 22 COMBI NATI ON LOAD CASE 22

200. 2 1. 2 5 1. 2 6 1. 2

201. LOAD COMB 23 COMBI NATI ON LOAD CASE 23

202. 3 1. 2 5 1. 2 6 1. 2

203. LOAD COMB 24 COMBI NATI ON LOAD CASE 24

204. 4 1. 2 5 1. 2 6 1. 2

205. LOAD COMB 25 COMBI NATI ON LOAD CASE 25

206. 1 1. 5 5 1. 5

207. LOAD COMB 26 COMBI NATI ON LOAD CASE 26

208. 2 1. 5 5 1. 5

209. LOAD COMB 27 COMBI NATI ON LOAD CASE 27

210. 3 1. 5 5 1. 5

211. LOAD COMB 28 COMBI NATI ON LOAD CASE 28

212. 4 1. 5 5 1. 5

213. PERFORM ANALYSI S**START I TERATI ON NO. 2

**START I TERATI ON NO. 3

**START I TERATI ON NO. 4

**NOTE- Tensi on/ Compressi on conver ged af t er 4 i t erat i ons, Case= 5

**START I TERATI ON NO. 2

**START I TERATI ON NO. 3

**START I TERATI ON NO. 4

**NOTE- Tensi on/ Compressi on conver ged af t er 4 i t erat i ons, Case= 6

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STAAD SPACE - - PAGE NO. 7

214. CHANGE

215. LOAD LI ST 1 TO 6

216. PRI NT SUPPORT REACTI ON

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SUPPORT REACTIONS -UNIT MTON METE STRUCTURE TYPE = SPACE

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

JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z

1 1 - 0. 47 - 0. 68 - 0. 40 - 0. 84 - 0. 12 0. 552 0. 00 - 0. 07 - 0. 77 - 1. 65 0. 00 0. 00

3 - 0. 97 - 2. 65 - 1. 83 - 3. 80 - 0. 55 1. 30

4 0. 97 2. 58 0. 97 1. 81 0. 55 - 1. 30

5 0. 00 0. 42 0. 20 0. 46 0. 00 0. 00

6 0. 01 1. 74 0. 73 1. 66 0. 02 - 0. 01

4 1 - 0. 47 0. 68 0. 19 0. 35 - 0. 12 0. 55

2 0. 00 - 0. 07 - 0. 77 - 1. 66 0. 00 0. 00

3 - 0. 97 2. 58 0. 96 1. 79 - 0. 55 1. 30

4 0. 97 - 2. 65 - 1. 82 - 3. 78 0. 55 - 1. 30

5 0. 00 0. 46 0. 22 0. 50 0. 00 0. 00

6 0. 00 1. 52 0. 64 1. 48 0. 02 0. 00

59 1 - 0. 52 - 1. 80 0. 00 - 0. 03 0. 00 0. 97

2 0. 00 0. 01 - 0. 25 - 1. 09 0. 00 0. 00

3 - 0. 87 - 4. 37 0. 00 0. 01 - 0. 01 1. 73

4 0. 89 4. 35 - 0. 01 - 0. 07 0. 01 - 1. 75

5 - 0. 06 0. 62 0. 00 0. 00 0. 00 0. 05

6 - 0. 18 2. 36 0. 00 0. 00 - 0. 01 0. 17

61 1 - 0. 53 1. 80 0. 00 0. 00 0. 00 0. 97

2 0. 00 0. 01 - 0. 25 - 1. 09 0. 00 0. 00

3 - 0. 89 4. 35 0. 01 0. 06 - 0. 01 1. 75

4 0. 88 - 4. 37 - 0. 02 - 0. 11 0. 01 - 1. 73

5 0. 06 0. 74 0. 00 0. 02 0. 00 - 0. 05

6 0. 18 2. 07 0. 01 0. 08 - 0. 01 - 0. 17

63 1 - 0. 57 - 1. 53 - 0. 01 - 0. 02 0. 00 0. 83

2 0. 00 0. 10 - 0. 28 - 0. 86 0. 00 0. 00

3 - 1. 09 - 4. 40 0. 00 - 0. 02 0. 00 1. 72

4 1. 13 4. 45 0. 00 - 0. 01 0. 00 - 1. 75

5 - 0. 09 0. 72 0. 00 - 0. 02 0. 00 0. 06

6 - 0. 30 2. 75 - 0. 02 - 0. 09 - 0. 01 0. 1965 1 - 0. 59 1. 53 0. 00 0. 00 0. 00 0. 84

2 0. 00 0. 10 - 0. 28 - 0. 86 0. 00 0. 00

3 - 1. 13 4. 45 - 0. 01 - 0. 03 0. 00 1. 75

4 1. 09 - 4. 40 0. 00 0. 00 0. 00 - 1. 72

5 0. 09 0. 87 0. 00 - 0. 01 0. 00 - 0. 05

6 0. 29 2. 42 - 0. 01 - 0. 04 - 0. 01 - 0. 19

67 1 - 0. 43 - 1. 92 0. 00 - 0. 02 0. 00 0. 96

2 0. 00 - 0. 13 - 0. 21 - 1. 18 0. 00 0. 00

3 - 0. 73 - 4. 75 0. 00 - 0. 04 0. 00 1. 73

4 0. 74 4. 88 0. 00 - 0. 03 0. 00 - 1. 73

5 - 0. 04 0. 71 0. 01 0. 04 0. 00 0. 05

6 - 0. 12 2. 70 0. 02 0. 13 - 0. 01 0. 15

69 1 - 0. 43 1. 95 0. 00 - 0. 02 0. 00 0. 96

2 0. 00 - 0. 12 - 0. 21 - 1. 18 0. 00 0. 00

3 - 0. 74 4. 88 0. 00 - 0. 03 0. 00 1. 74

4 0. 73 - 4. 75 0. 00 - 0. 04 0. 00 - 1. 73

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STAAD SPACE - - PAGE NO. 9

SUPPORT REACTIONS -UNIT MTON METE STRUCTURE TYPE = SPACE

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

JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z

5 0. 03 0. 86 0. 01 0. 06 0. 00 - 0. 036 0. 11 2. 43 0. 02 0. 17 - 0. 01 - 0. 12

51 1 - 0. 35 - 0. 30 0. 83 0. 00 0. 00 0. 00

2 0. 00 0. 09 - 0. 65 0. 00 0. 00 0. 00

3 - 1. 25 - 1. 84 3. 28 0. 00 0. 00 0. 00

4 1. 11 1. 74 - 2. 39 0. 00 0. 00 0. 00

5 0. 07 0. 46 - 0. 19 0. 00 0. 00 0. 00

6 0. 25 1. 75 - 0. 77 0. 00 0. 00 0. 00

52 1 - 0. 30 0. 29 - 0. 60 0. 00 0. 00 0. 00

2 0. 00 0. 09 - 0. 65 0. 00 0. 00 0. 00

3 - 1. 11 1. 74 - 2. 40 0. 00 0. 00 0. 00

4 1. 25 - 1. 85 3. 29 0. 00 0. 00 0. 00

5 - 0. 07 0. 55 - 0. 23 0. 00 0. 00 0. 00

6 - 0. 23 1. 53 - 0. 62 0. 00 0. 00 0. 00

** ** ** ** ** ** ** END OF LATEST ANALYSI S RESULT ** ** ** ** ** ** **

217. LOAD LI ST 7 TO 15

218. PARAMETER 1

219. CODE I NDI AN

220. MAI N 250 MEMB 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 154 155 -

221. 157 158 162 163 167 168 172 173

222. KY 0. 85 MEMB 14 TO 21 24 TO 31 33 TO 52

223. KY 0. 85 MEMB 63 TO 70 82 TO 89

224. KZ 0. 85 MEMB 63 TO 70 82 TO 89

225. LY 3. 9 MEMB 62 71 81 90 154 155 157 158

226. CHECK CODE MEMB 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 154 -

227. 155 157 158 162 163 167 168 172 173

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STAAD SPACE - - PAGE NO. 10

STAAD.Pro CODE CHECKING - (IS-800:1984) v1.1

***********************

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

6 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 163 15

0. 68 C 0. 12 - 0. 41 2. 00

12 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 186 15

0. 90 C 0. 14 0. 48 0. 00

14 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 111 11

2. 20 C 0. 00 0. 00 0. 00

15 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 029 14

0. 58 C 0. 00 0. 00 0. 00

16 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 050 10

1. 00 C 0. 00 0. 00 0. 00

17 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 039 14

0. 78 C 0. 00 0. 00 0. 00

18 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 040 14

0. 78 C 0. 00 0. 00 0. 00

19 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 055 101. 09 C 0. 00 0. 00 0. 00

20 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 037 14

0. 73 C 0. 00 0. 00 0. 00

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STAAD SPACE - - PAGE NO. 11

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

21 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 107 11

2. 13 C 0. 00 0. 00 0. 00

24 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 108 10

2. 13 C 0. 00 0. 00 0. 00

25 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 030 15

0. 60 C 0. 00 0. 00 0. 00

26 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 049 11

0. 98 C 0. 00 0. 00 0. 00

27 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 040 15

0. 79 C 0. 00 0. 00 0. 00

28 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 040 15

0. 79 C 0. 00 0. 00 0. 00

29 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 054 11

1. 07 C 0. 00 0. 00 0. 00

30 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 037 15

0. 73 C 0. 00 0. 00 0. 00

31 ST I SMB200 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 105 10

2. 07 C 0. 00 0. 00 0. 00

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STAAD SPACE - - PAGE NO. 12

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

33 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 118 14

0. 91 C 0. 00 0. 00 0. 00

34 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 119 14

0. 92 C 0. 00 0. 00 0. 00

35 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 071 14

0. 54 C 0. 00 0. 00 0. 00

36 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 119 11

0. 92 C 0. 00 0. 00 0. 00

37 ST I SMB150 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 008 15

0. 24 T 0. 00 0. 00 0. 00

38 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 051 14

0. 39 C 0. 00 0. 00 0. 00

39 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 103 7

0. 79 C 0. 00 0. 00 0. 00

40 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 098 14

0. 76 C 0. 00 0. 00 0. 00

41 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 104 14

0. 80 C 0. 00 0. 00 0. 00

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STAAD SPACE - - PAGE NO. 13

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

42 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 122 15

0. 94 C 0. 00 0. 00 0. 00

43 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 114 15

0. 88 C 0. 00 0. 00 0. 00

44 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 116 15

0. 89 C 0. 00 0. 00 0. 00

45 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 068 15

0. 52 C 0. 00 0. 00 0. 00

46 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 115 10

0. 89 C 0. 00 0. 00 0. 00

47 ST I SMB150 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 008 14

0. 24 T 0. 00 0. 00 0. 00

48 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 052 15

0. 40 C 0. 00 0. 00 0. 00

49 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 101 7

0. 78 C 0. 00 0. 00 0. 00

50 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 096 15

0. 74 C 0. 00 0. 00 0. 00

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STAAD SPACE - - PAGE NO. 14

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

51 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 101 15

0. 78 C 0. 00 0. 00 0. 00

52 ST I SMB150 ( I NDI AN SECTI ONS)

PASS COMPRESSI ON 0. 120 14

0. 92 C 0. 00 0. 00 0. 00

53 ST I SMB300 ( I NDI AN SECTI ONS)

PASS 7. 1. 2 BEND C 0. 152 15

0. 58 T 0. 03 1. 07 2. 50

54 ST I SMB150 ( I NDI AN SECTI ONS)

PASS 7. 1. 2 BEND C 0. 289 11

1. 21 T 0. 00 - 0. 28 0. 00

55 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 307 11

0. 87 C 0. 00 - 0. 20 0. 00

56 ST I SMB150 ( I NDI AN SECTI ONS)

PASS 7. 1. 2 BEND C 0. 345 11

0. 54 T 0. 00 - 0. 34 0. 00

57 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 275 11

0. 18 C 0. 00 - 0. 25 0. 00

58 ST I SMB150 ( I NDI AN SECTI ONS)

PASS 7. 1. 2 BEND C 0. 335 11

0. 46 T 0. 00 - 0. 33 0. 00

59 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 357 11

0. 92 C 0. 00 - 0. 23 0. 00

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STAAD SPACE - - PAGE NO. 17

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

78 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 350 10

0. 87 C 0. 00 0. 24 0. 00

79 ST I SMB150 ( I NDI AN SECTI ONS)

PASS 7. 1. 2 BEND C 0. 290 10

1. 16 T 0. 00 0. 28 0. 00

80 ST I SMB300 ( I NDI AN SECTI ONS)

PASS 7. 1. 2 BEND C 0. 170 15

0. 05 T 0. 05 1. 06 2. 50

81 ST I SMB400 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 207 14

2. 33 C - 0. 17 0. 52 0. 00

82 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 063 14

0. 11 C 0. 00 0. 00 0. 00

83 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1( A) 0. 298 7

2. 03 C 0. 00 0. 00 3. 91

84 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 101 15

0. 21 C - 0. 01 0. 00 0. 00

85 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1( A) 0. 389 7

1. 12 C - 0. 01 0. 00 3. 91

86 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1( A) 0. 388 7

1. 15 C 0. 01 0. 00 3. 91

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STAAD SPACE - - PAGE NO. 18

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

87 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 115 15

0. 28 C 0. 01 0. 00 0. 00

88 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1( A) 0. 287 7

2. 01 C 0. 00 0. 00 0. 00

89 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 061 14

0. 15 C 0. 01 0. 00 3. 91

90 ST I SMB400 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 228 14

2. 30 C 0. 18 0. 80 0. 00

91 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 142 15

0. 35 C 0. 02 1. 06 0. 00

92 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 224 15

0. 51 C 0. 01 0. 17 0. 00

93 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 238 15

0. 29 C 0. 00 0. 22 0. 00

94 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 255 15

0. 15 C 0. 00 0. 25 0. 00

95 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 222 15

0. 09 C 0. 00 0. 25 0. 00

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STAAD SPACE - - PAGE NO. 19

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

96 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 240 15

0. 16 C 0. 00 0. 23 0. 00

97 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 221 15

0. 32 C 0. 00 0. 20 0. 00

98 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 209 15

0. 56 C 0. 00 0. 16 0. 00

99 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 142 14

0. 38 C - 0. 02 1. 09 2. 00

102 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 051 15

1. 08 T 0. 00 0. 00 0. 00

103 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 051 14

1. 08 T 0. 00 0. 00 0. 00

104 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 032 15

0. 68 T 0. 00 0. 00 0. 00

105 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 032 14

0. 68 T 0. 00 0. 00 0. 00

106 ST I SA50X50X6 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 036 15

0. 31 T 0. 00 0. 00 0. 00

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ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

107 ST I SA50X50X6 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 036 14

0. 32 T 0. 00 0. 00 0. 00

108 ST I SA50X50X6 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 016 15

0. 14 T 0. 00 0. 00 0. 00

109 ST I SA50X50X6 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 016 14

0. 14 T 0. 00 0. 00 0. 00

110 ST I SA50X50X6 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 014 14

0. 12 T 0. 00 0. 00 0. 00

111 ST I SA50X50X6 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 014 15

0. 12 T 0. 00 0. 00 0. 00

112 ST I SA50X50X6 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 040 14

0. 35 T 0. 00 0. 00 0. 00

113 ST I SA50X50X6 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 040 15

0. 35 T 0. 00 0. 00 0. 00

114 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 034 14

0. 74 T 0. 00 0. 00 0. 00

115 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 034 15

0. 74 T 0. 00 0. 00 0. 00

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ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

116 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 055 14

1. 18 T 0. 00 0. 00 0. 00

117 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 055 15

1. 18 T 0. 00 0. 00 0. 00

120 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 529 10

0. 68 C 0. 00 0. 54 2. 00

121 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1( A) 0. 366 7

0. 17 C 0. 00 - 0. 38 1. 33

122 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 603 10

0. 96 C 0. 00 0. 58 2. 00

123 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 359 10

0. 24 C 0. 01 0. 35 2. 00

124 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 531 10

0. 56 C 0. 00 0. 55 2. 00

125 ST I SMB150 ( I NDI AN SECTI ONS)

PASS 7. 1. 2 BEND C 0. 350 7

0. 11 T 0. 00 - 0. 38 1. 33

126 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 484 10

0. 49 C - 0. 01 0. 48 2. 00

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STAAD SPACE - - PAGE NO. 22

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

127 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1( A) 0. 368 7

0. 18 C 0. 00 - 0. 38 1. 33

128 ST I SMB150 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 549 10

0. 80 C 0. 00 0. 55 2. 00

129 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 084 15

2. 45 T 0. 00 0. 00 0. 00

130 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 084 14

2. 45 T 0. 00 0. 00 0. 00

131 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 018 10

0. 51 T 0. 00 0. 00 0. 00

132 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 017 11

0. 50 T 0. 00 0. 00 0. 00

133 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 081 14

1. 74 T 0. 00 0. 00 0. 00

134 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 081 15

1. 74 T 0. 00 0. 00 0. 00

135 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 045 15

0. 96 T 0. 00 0. 00 0. 00

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STAAD SPACE - - PAGE NO. 23

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

136 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 045 14

0. 96 T 0. 00 0. 00 0. 00

137 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 027 14

0. 58 T 0. 00 0. 00 0. 00

138 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 027 15

0. 58 T 0. 00 0. 00 0. 00

139 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 054 15

1. 15 T 0. 00 0. 00 0. 00

140 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 054 14

1. 15 T 0. 00 0. 00 0. 00

141 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 016 14

0. 34 T 0. 00 0. 00 0. 00

142 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 016 15

0. 34 T 0. 00 0. 00 0. 00

143 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 049 15

1. 05 T 0. 00 0. 00 0. 00

144 ST I SA75X75X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 050 14

1. 06 T 0. 00 0. 00 0. 00

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STAAD SPACE - - PAGE NO. 24

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

145 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 013 8

0. 39 T 0. 00 0. 00 0. 00

146 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 014 11

0. 42 T 0. 00 0. 00 0. 00

147 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 109 14

3. 18 T 0. 00 0. 00 0. 00

148 ST I SA100X100X10 ( I NDI AN SECTI ONS)

PASS TENSI ON 0. 109 15

3. 19 T 0. 00 0. 00 0. 00

149 TB I SMB400 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 2 0. 142 14

1. 29 T - 0. 30 0. 66 0. 30

150 TB I SMB400 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 2 0. 142 15

1. 24 T 0. 30 0. 65 0. 30

151 TB I SMB400 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 2 0. 173 14

1. 39 T - 0. 36 - 0. 94 0. 30

152 TB I SMB400 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 174 14

2. 29 C - 0. 36 0. 80 0. 30

154 TB I SMB200 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 184 11

2. 98 C 0. 03 0. 39 0. 19

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 25

ALL UNITS ARE - MTON METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

155 TB I SMB200 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 180 10

2. 89 C - 0. 03 0. 37 0. 19

157 TB I SMB200 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 168 11

3. 00 C - 0. 04 0. 25 0. 38

158 TB I SMB200 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 163 10

2. 91 C 0. 04 0. 24 0. 38

162 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 274 11

2. 94 C 0. 28 0. 00 0. 30

163 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 273 10

2. 81 C - 0. 28 - 0. 01 0. 30

167 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 354 11

3. 62 C 0. 37 0. 01 0. 30

168 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 353 10

3. 48 C - 0. 37 0. 00 0. 30

172 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 229 11

3. 59 C 0. 22 0. 00 0. 30

173 ST I SMB300 ( I NDI AN SECTI ONS)

PASS I S- 7. 1. 1(A) 0. 232 10

3. 42 C - 0. 22 - 0. 01 0. 30

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 26

** ** ** ** ** ** ** END OF TABULATED RESULT OF DESI GN ** ** ** ** ** ** **

228. STEEL TAKE OFF LI ST 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 -

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STAAD SPACE - - PAGE NO. 27

STEEL TAKE-OFF

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

PROFILE LENGTH(METE) WEIGHT(MTON)

229. 154 155 157 158 162 163 167 168 172 173

ST I SMB300 19. 82 0. 912

ST I SMB200 48. 00 1. 158

ST I SMB150 127. 00 1. 900ST I SMB400 6. 60 0. 406

ST I SA75X75X10 118. 97 1. 305

ST I SA100X100X10 44. 46 0. 665

ST I SA50X50X6 28. 84 0. 128

TB I SMB400 1. 22 0. 105

TB I SMB200 9. 02 0. 376

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

TOTAL = 6. 955

** ** ** ** ** ** END OF DATA FROM I NTERNAL STORAGE *** ** ** ** ** *

230. LOAD LI ST 20 TO 28

231. START CONCRETE DESI GN

232. CODE I S13920

233. *CODE I S456

234. UNI T MMS NEWTON

235. FC 25 MEMB 1 3 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 154 155 -

236. 157 158 160 TO 163 165 TO 168 170 TO 173 175 TO 180

237. FYMAI N 415 MEMB 1 3 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 -

238. 154 155 157 158 160 TO 163 165 TO 168 170 TO 173 175 TO 180

239. FYSEC 415 MEMB 1 3 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 154 -

240. 155 157 158 160 TO 163 165 TO 168 170 TO 173 175 TO 180

241. MAXMAI N 20 MEMB 1 3 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 -

242. 154 155 157 158 160 TO 163 165 TO 168 170 TO 173 175 TO 180

243. MAXSEC 10 MEMB 1 3 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 154 -

244. 155 157 158 160 TO 163 165 TO 168 170 TO 173 175 TO 180

245. MI NSEC 8 MEMB 1 3 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 154 -246. 155 157 158 160 TO 163 165 TO 168 170 TO 173 175 TO 180

247. MI NMAI N 10 MEMB 1 3 6 12 14 TO 21 24 TO 31 33 TO 99 102 TO 117 120 TO 152 -

248. 154 155 157 158 160 TO 163 165 TO 168 170 TO 173 175 TO 180

249. DESI GN COLUMN 1 3 160 161 165 166 170 171 175 TO 180

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 28

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 1

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 1 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2300. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 23 END J OI NT: 1 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 270. 43 Muy1 : 517. 81

I NTERACTI ON RATI O: 0. 09 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 27

END J OI NT: 1 Puz : 6148. 23 Muz : 266. 09 Muy : 507. 93 I R: 0. 17

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 29

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 3

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 3 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2300. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 24 END J OI NT: 4 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 270. 04 Muy1 : 517. 09

I NTERACTI ON RATI O: 0. 10 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 4 Puz : 6148. 23 Muz : 266. 21 Muy : 508. 15 I R: 0. 17

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 30

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 160

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 160 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2913. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 23 END J OI NT: 59 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 268. 45 Muy1 : 514. 14

I NTERACTI ON RATI O: 0. 09 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 27

END J OI NT: 59 Puz : 6148. 23 Muz : 261. 93 Muy : 500. 20 I R: 0. 10

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 31

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 161

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 161 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2913. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 24 END J OI NT: 61 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 268. 08 Muy1 : 513. 45

I NTERACTI ON RATI O: 0. 09 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 61 Puz : 6148. 23 Muz : 262. 26 Muy : 500. 81 I R: 0. 10

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 32

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 165

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 165 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2183. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 23 END J OI NT: 63 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 269. 46 Muy1 : 516. 01

I NTERACTI ON RATI O: 0. 09 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 27

END J OI NT: 63 Puz : 6148. 23 Muz : 262. 12 Muy : 500. 56 I R: 0. 10

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 33

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 166

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 166 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2183. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 24 END J OI NT: 65 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 269. 05 Muy1 : 515. 26

I NTERACTI ON RATI O: 0. 09 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 65 Puz : 6148. 23 Muz : 262. 52 Muy : 501. 29 I R: 0. 10

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 34

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 170

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 170 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 3587. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 23 END J OI NT: 67 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 268. 57 Muy1 : 514. 36

I NTERACTI ON RATI O: 0. 09 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 27

END J OI NT: 67 Puz : 6148. 23 Muz : 261. 13 Muy : 498. 71 I R: 0. 10

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 35

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 171

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

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

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 3587. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 24 END J OI NT: 69 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 268. 33 Muy1 : 513. 91

I NTERACTI ON RATI O: 0. 09 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 69 Puz : 6148. 23 Muz : 261. 57 Muy : 499. 52 I R: 0. 10

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 36

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 175

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 175 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2913. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 27 END J OI NT: 71 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 270. 56 Muy1 : 518. 06

I NTERACTI ON RATI O: 0. 13 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 71 Puz : 6148. 23 Muz : 276. 39 Muy : 526. 95 I R: 0. 15

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 37

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 176

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 176 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2913. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 28 END J OI NT: 72 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 270. 90 Muy1 : 518. 67

I NTERACTI ON RATI O: 0. 13 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 72 Puz : 6148. 23 Muz : 271. 58 Muy : 518. 10 I R: 0. 13

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 38

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 177

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

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

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2183. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 27 END J OI NT: 73 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 269. 91 Muy1 : 516. 84

I NTERACTI ON RATI O: 0. 12 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 73 Puz : 6148. 23 Muz : 277. 78 Muy : 529. 51 I R: 0. 14

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 39

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 178

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 178 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 2183. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 28 END J OI NT: 74 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 270. 29 Muy1 : 517. 54

I NTERACTI ON RATI O: 0. 12 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 74 Puz : 6148. 23 Muz : 270. 97 Muy : 516. 98 I R: 0. 12

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 40

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 179

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

C O L U M N N O. 179 D E S I G N R E S U L T S

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 3587. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 27 END J OI NT: 75 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 270. 21 Muy1 : 517. 39

I NTERACTI ON RATI O: 0. 14 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 75 Puz : 6148. 23 Muz : 277. 69 Muy : 529. 33 I R: 0. 15

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

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Wednesday, January 22, 2014, 06:4

STAAD SPACE - - PAGE NO. 41

***Not e: SOME OF THE BEAMS CONNECTED TO THE COLUMN NO. 180

ARE NOT DESI GNED. HENCE ONLY SHEAR FORCE FROM ANALYSI S

WI LL BE CONSI DERED FOR SHEAR DESI GN.

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

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

M25 Fe415 ( Mai n) Fe415 ( Sec. )

LENGTH: 3587. 0 mm CROSS SECTI ON: 900. 0 mm X 500. 0 mm COVER: 40. 0 mm

** GUI DI NG LOAD CASE: 28 END J OI NT: 76 TENSI ON COLUMN

REQD. STEEL AREA : 3600. 00 Sq. mm.

REQD. CONCRETE AREA: 446400. 00 Sq. mm.

MAI N REI NFORCEMENT : Provi de 32 - 12 di a. ( 0. 80%, 3619. 11 Sq. mm. )

( Equal l y di str i but ed)

CONFI NI NG REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 100 mm c/ c

over a l engt h 900. 0 mm f r om each j oi nt f ace t owards

mi dspan as per Cl . 7. 4. 6 of I S-13920.

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Y di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

8 number over l appi ng hoop al ong wi t h cr osst i es

are pr ovi ded al ong Z di r ect i on.

( Cl ause 7. 3. 2 of I S- 13920)

TI E REI NFORCEMENT : Pr ovi de 8 mm di a. r ect angul ar t i es @ 190 mm c/ c

SECTI ON CAPACI TY BASED ON REI NFORCEMENT REQUI RED ( KNS- MET)

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

Puz : 6142. 50 Muz1 : 270. 60 Muy1 : 518. 12

I NTERACTI ON RATI O: 0. 13 ( as per Cl . 39. 6, I S456: 2000)

SECTI ON CAPACI TY BASED ON REI NFORCEMENT PROVI DED ( KNS- MET)

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -WORST LOAD CASE: 28

END J OI NT: 76 Puz : 6148. 23 Muz : 271. 28 Muy : 517. 55 I R: 0. 13

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

**** ** ** ** ** ** ** ** **END OF COLUMN DESI GN RESULTS** ** ** ** ** ** ** ** ** **

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STAAD SPACE - - PAGE NO. 42

250. *DESI GN BEAM 17

251. END CONCRETE DESI GN

252. *UNI T MET MTON

253. FI NI SH

** ** ** ** ** * END OF THE STAAD. Pr o RUN ** ** ** ** ** *

** ** DATE= J AN 22, 2014 TI ME= 16: 7: 37 *** *

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