steel super structure

Quantity of steel super structure:

C/c pier span = 38.40 mC/c bearing = 37.40 mOverall width of deck slab = 9.90 mClear carriageway = 9.0 mNo. of main steel girder = 5c/c distance between steel girder = 2.10 mTotal ht. of super structure = 1.745 + 0.055 + 0.20 = 2.0 mTotal ht. of box type super structure = 2.0 m

1 Deck slab concrete (M: 35)Q = 9.90 x 0.200 x 38.40 = 69.12 cum

say 70.0 cum 315000

2 HYSD steel in deck slab:Q = 70.0 x 125 = 8.64 MT

say 10.0 MT 500000

3 Deck sheet for permanent shuttering:Thickness = 1 mm Fy = 340 MpaQ = 38.40 x 9.90 x 10.08/1000 = 3.792 MT

say 4.0 MT 320000

4 ISMC 200 - 450 long for shear connector: spacing = 200 mmQ = 5 x 191 x 0.45 x 22.10/1000 = 9.497 MT

say 10.0 MT 650000

5 Plate girder (Fy = 250 Mpa)Q = 5 x 0.096 x 38.40 x 7.850 = 144.69 MT

say 165.0 MT 10725000

6 Itermediate cross bracing with ISA 100 x 100 x 12Q = 4 x 10 x 12.0 m length x 22.59 Kg/m = 10843.2 Kg

= 10.843 MTsay 14.0 MT incl. gusset plate

9100007 Web stiffeners:

Q = 5 x 2 x 40 x 0.225 x 1.650 x 0.012 x 7.850 = 13.989 MTsay 17.00 MT

11050008 End cross bracing with plate girder:

Q = 2 x 4 x 0.054 x 2.10 x 7.850 = 7.122 MTsay 9.0 MT 585000

9 Base plate over bearing:

Q = 2 x 5 x 0.60 x 0.45 x 0.05 x 7.85 1.060 MTsay 1.2 MT 78000

10 Jacking plate:Q = 2 x 8 x 0.35 x 0.35 x 0.05 x 7.85 0.769 MT

say 1.0 MT 65000

PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.

3

DESIGN OF STEEL SUPER-STRUCTURE:

1.0 DESIGN DATA & ASSUMPTIONS:

1.1 DESIGN DATA:

(i) Span c/c of pier …………………….. 38.404 m

(ii) Effective span ……………………… 37.40 m

(iii) Overall width…………………………. 9.900 m

(iv) Carriageway………………………… 9.000 m

(v) C/c. of girder in transverse direction…………. 2.100 m

(vi) Height of steel girder …………………. 1.745 m

(vii) Thickness of deck slab …………….. 0.200 m

1.2 DESIGN LOADING:

(i) Live Load:

Class A single lane + single lane 70 R wheeled vehicle


4

2.0 DEAD LOAD:

2.1 SUPERIMPOSED DEAD LOAD: -

Load/Rmt.: -

(i) Crash barrier:

Load = 1.100 x 0.325(Av.) x 2.40 = 0.858 t/m

Moment @ centre line of outer girder = 0.858 x (0.750 -0.450/2) = 0.450 tm

(ii) Wearing course: -

Load = 0.075 x 2.40 = 0.180 t/m²

Load/m on outer girder due to over cantilever slab = 0.180 x 0.30 = 0.054 t/m

Moment @ centre line of outer girder = 0.054 x 0.30/2 = 0.008 tm

2.2 DECK SLAB: -

= 0.2275 x 2.40 = 0.546 t/m

SLAB BEYOND OUTER STEEL GIRDER: -

= 0.2275 x 0.75 x 2.40 = 0.410 t/m

Moment @ centre of steel girder = 0.410 x 0.75/2

= 0.154 t/m

2.3 SELF WT. OF STEEL GIRDER: -

Area = 2 x 0.5 x 0.050 + 1.645 x 0.028 = 0.09606 m²

Wt/m = 0.0961 x 7.85 = 0.754 t/m say 1.000 t/m

including shear connector & web stiffener

Modular ratio m:

For permanent loads = 13.397

> 15. Hence, 15

For transient loading = 6.698

> 7.5. Hence, 7.5

For permenant loads:

Equivalent width of concrete section for outer girder = (750 + 1050)/15

= 120.000 mm

Equivalent width of concrete section for inner girder = 2100/15

= 140.000 mm

2.11 x 105/0.5 x 31.5 x 1000 =

2.11 x 105/31.5 x 1000 =


5

Bending stress due to self wt. of prefabricated girder and deck slab:

Moment = 174.845 + 176.657 = 351.502 tm

Moment of Inertia of section = 4630985.51 cm^4

Section modulus Z = 53077.1979 cm^3

Radius of gyration = 69.433 cm

l/r = 3740.0/69.433 = 53.865

Actual beding stress =

= 662.247 Kg/cm²

Bending stress due to SIDL: Considering composite action

Moment = 147.988 tm




l/r = 3740.0/73.325 = 51.006


= 244.597 Kg/cm²

Bending stress due to L.L: Considering composite action

Moment = 325.092 tm




l/r = 3740.0/73.325 = 51.006


= 537.317 Kg/cm²

Total bending stress at bottom = 662.247 + 244.597 + 537.317 1444.161 Kg/cm²

< 0.62 x 2500 = 1550.00 Kg/cm²

351.502 x 105/53077.198

147.988 x 105/60502.8234

325.092 x 105/60502.8234


6

Compressive stress at top of slab:


Moment = 147.988 tm




l/r = 3740.0/73.325 = 51.006


= 201.311 Kg/cm²


Moment = 325.092 tm




l/r = 3740.0/73.325 = 51.006


= 442.230 Kg/cm²

Total bending stress at top = 201.311 + 442.230 = 643.541 Kg/cm²

Equivalent compressive stress in concrete at top = 643.541/15 = 42.9028 Kg/cm²

< 116.7 Kg/cm² for M: 35 conc.

147.988 x 105/73.325

325.092 x 105/60502.8234


7


Moment = 174.845 + 176.657 = 351.502 tm




l/r = 3740.0/69.433 = 53.865


= 662.247 Kg/cm²


Moment = 147.988 tm




l/r = 3740.0/73.325 = 51.006


= 155.460 Kg/cm²


Moment = 325.092 tm

< 116.7 Kg/cm² for M: 35 conc. Moment of Inertia of section = 6455064.38 cm^4



l/r = 3740.0/73.325 = 51.006


= 341.505 Kg/cm²

Total bending stress at bottom = 662.247 + 155.4600 + 341.505 = 1159.212 Kg/cm²

< 1520.00 Kg/cm²

351.502 x 105/53077.198

147.988 x 105/95193.82

325.092 x 105/95193.82

Quantity of steel super structure for two lane bridge:

C/c pier span = 24.40 mC/c bearing = 23.40 mOverall width of deck slab = 11.855 mClear carriageway = 10.0 mNo. of main steel girder = 4c/c distance between steel girder = 2.60 mTotal ht. of super structure = 1.705 + 0.055 + 0.24 = 2.0 mTotal ht. of solid slab type super structure =


say 70.0 cum


say 10.0 MT


say 3.0 MT


say 3.0 MT


say 55.0 MT



7 Web stiffeners:Q = 4 x 2 x 28 x 0.175 x 1.650 x 0.012 x 7.850 = 6.093 MT

say 10.00 MT

8 End cross bracing with plate girder:Q = 2 x 3 x 0.065 x 2.60 x 7.850 = 7.960 MT

say 9.0 MT


Q = 2 x 4 x 0.60 x 0.45 x 0.05 x 7.85 0.848 MTsay 1.0 MT


say 0.75 MT


10



1.1 DESIGN DATA:

(i) Span c/c of pier …………………….. 24.400 m







1.2 DESIGN LOADING:

(i) Live Load:



11

2.0 DEAD LOAD:


Load/Rmt.: -

(i) Kerb:

Load = 0.50 x 0.3 x 2.40 = 0.360 t/m



Load = 0.075 x 2.40 = 0.180 t/m²

Load/m on outer girder on footpath side = 0.180 x 0.345 = 0.062 t/m


Load/m on outer girder on median side 0.180 x 1.90 = 0.342 t/m


(iii) Median

Load = 0.15 x 0.30 x 2.4 = 0.108 t/m

Moment = 0.108 x 1.975 = 0.213 tm/m

(iv) Footpath slab:

Load = 1.180 x 0.10 x 2.40 + 0.50 x 1.18 = 0.873 t/m

Moment = 0.873 x 0.815 = 0.712 tm/m

(v) Parapet:

Load = 1.275 x 0.225 x 2.40 = 0.689 t/m

Moment = 0.689 x 1.9375 = 1.334 tm/m

2.2 DECK SLAB: -

= 0.2275 x 2.40 = 0.546 t/m


= 0.2275 x 0.75 x 2.40 = 1.119 t/m


= 1.147 t/m

Total load on outer girder on footpath side = 1.984 t/m

Total moment on outer girder on footpath side = 2.235 tm/m

Total load on outer girder on median side = 0.450 t/m


12


Area = 2 x 0.5 x 0.050 + 1.645 x 0.028 = 0.0577 m²

Wt/m = 0.0961 x 7.85 = 0.453 t/m say 0.650 t/m


Modular ratio m:


> 15. Hence, 15


> 7.5. Hence, 7.5



= 223.333 mm


= 173.333 mm

2.11 x 105/0.5 x 31.5 x 1000 =

2.11 x 105/31.5 x 1000 =


13


Moment = 174.845 + 176.657 = 172.868 tm




l/r = 3740.0/69.433 = 35.080


= 587.468 Kg/cm²



Moment = 151.678 tm




l/r = 3740.0/73.325 = 51.006


= 250.696 Kg/cm²


Moment = 265.778 tm




l/r = 3740.0/73.325 = 51.006


= 439.282 Kg/cm²


< 0.62 x 2500 = 1550.00 Kg/cm²

351.502 x 105/53077.198

147.988 x 105/60502.8234

325.092 x 105/60502.8234


14



Moment = 151.678 tm




l/r = 3740.0/73.325 = 51.006


= 206.331 Kg/cm²


Moment = 265.778 tm




l/r = 3740.0/73.325 = 51.006


= 361.544 Kg/cm²




147.988 x 105/73.325

325.092 x 105/60502.8234


15


Moment = 174.845 + 176.657 = 172.868 tm




l/r = 3740.0/69.433 = 41.747


= 325.692 Kg/cm²


Moment = 151.678 tm




l/r = 3740.0/73.325 = 51.006


= 159.336 Kg/cm²


Moment = 265.778 tm




l/r = 3740.0/73.325 = 51.006


= 279.197 Kg/cm²


< 1520.00 Kg/cm²

351.502 x 105/53077.198

147.988 x 105/95193.82

325.092 x 105/95193.82


16

Total moment on outer girder on median side = 0.538 tm//m

Quantity of steel super structure for two lane bridge:

C/c pier span = 30.0 mC/c bearing = 29.0 mOverall width of deck slab = 8.25 mClear carriageway = 7.50 mNo. of main steel girder = 3c/c distance between steel girder = 2.60 mTotal ht. of super structure = 1.705 + 0.055 + 0.24 = 2.0 mTotal ht. of solid slab type super structure =


say 60.0 cum


say 9.0 MT


say 3.0 MT


say 4.0 MT


say 60.0 MT



7 Web stiffeners:Q = 3 x 2 x 40 x 0.20 x 1.650 x 0.012 x 7.850 = 7.461 MT

say 10.00 MT

8 End cross bracing with plate girder:Q = 2 x 2 x 0.065 x 2.60 x 7.850 = 5.307 MT

say 7.0 MT


Q = 2 x 3 x 0.60 x 0.45 x 0.05 x 7.85 0.636 MTsay 1.0 MT


say 0.50 MT


19



1.1 DESIGN DATA:

(i) Span c/c of pier …………………….. 30.000 m







1.2 DESIGN LOADING:

(i) Live Load:



20

2.0 DEAD LOAD:


Load/Rmt.: -

(i) Kerb:

Load = 0.30 x 0.3 x 2.40 = 0.216 t/m



Load = 0.065 x 2.40 = 0.156 t/m²

Load/m on outer girder on footpath side = 0.180 x 0.345 = 0.168 t/m


Load/m on outer girder on median side 0.180 x 1.90 = 0.191 t/m


(iii) Median

Load = 0.15 x 0.30 x 2.4 = 0 t/m

Moment = 0.108 x 1.975 = 0.000 tm/m

(iv) Footpath slab:

Load = 1.180 x 0.10 x 2.40 + 0.50 x 1.18 = 0.000 t/m

Moment = 0.873 x 0.815 = 0.000 tm/m

(v) Crash barrier:

Load = 1.275 x 0.225 x 2.40 = 0.756 t/m

Moment = 0.689 x 1.9375 = 0.983 tm/m

2.2 DECK SLAB: -

= 0.2275 x 2.40 = 0.576 t/m


= 0.2275 x 0.75 x 2.40 = 0.878 t/m


= 0.670 t/m

Total load on outer girder on footpath side = 1.140 t/m

Total moment on outer girder on footpath side = 1.370 tm/m

Total load on outer girder on median side = 0.191 t/m


21


Area = 2 x 0.5 x 0.050 + 1.645 x 0.028 = 0.0657 m²

Wt/m = 0.0961 x 7.85 = 0.516 t/m say 0.650 t/m


Modular ratio m:


> 15. Hence, 15


> 7.5. Hence, 7.5



= 223.333 mm


= 173.333 mm

2.11 x 105/0.5 x 31.5 x 1000 =

2.11 x 105/31.5 x 1000 =


22


Moment = 174.845 + 176.657 = 244.385 tm




l/r = 3740.0/69.433 = 32.279


= 617.571 Kg/cm²



Moment = 144.309 tm




l/r = 3740.0/73.325 = 51.006


= 238.516 Kg/cm²


Moment = 296.302 tm




l/r = 3740.0/73.325 = 51.006


= 489.733 Kg/cm²


< 0.62 x 2500 = 1550.00 Kg/cm²

351.502 x 105/53077.198

147.988 x 105/60502.8234

325.092 x 105/60502.8234


23



Moment = 144.309 tm




l/r = 3740.0/73.325 = 51.006


= 196.307 Kg/cm²


Moment = 296.302 tm




l/r = 3740.0/73.325 = 51.006


= 403.066 Kg/cm²




147.988 x 105/73.325

325.092 x 105/60502.8234


24


Moment = 174.845 + 176.657 = 244.385 tm




l/r = 3740.0/69.433 = 44.547


= 460.433 Kg/cm²


Moment = 144.309 tm




l/r = 3740.0/73.325 = 51.006


= 151.595 Kg/cm²


Moment = 296.302 tm




l/r = 3740.0/73.325 = 51.006


= 311.262 Kg/cm²


< 1520.00 Kg/cm²

351.502 x 105/53077.198

147.988 x 105/95193.82

325.092 x 105/95193.82


25

Total moment on outer girder on median side = 0.117 tm//m

steel super structure

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