steel super structure
DESCRIPTION
sheetTRANSCRIPT
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
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
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 =
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
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
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 60502.8234 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 244.597 Kg/cm²
Bending stress due to L.L: Considering composite action
Moment = 325.092 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 60502.8234 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 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
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
6
Compressive stress at top of slab:
Bending stress due to SIDL: Considering composite action
Moment = 147.988 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 73511.974 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 201.311 Kg/cm²
Bending stress due to L.L: Considering composite action
Moment = 325.092 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 73511.974 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 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
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
7
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
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 95193.8201 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 155.460 Kg/cm²
Bending stress due to L.L: Considering composite action
Moment = 325.092 tm
< 116.7 Kg/cm² for M: 35 conc. Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 95193.8201 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 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 =
1 Deck slab concrete (M: 35)Q = 11.855 x 0.240 x 24.40 = 69.423 cum
say 70.0 cum
2 HYSD steel in deck slab:Q = 70.0 x 125 = 8.678 MT
say 10.0 MT
3 Deck sheet for permanent shuttering:Thickness = 1 mm Fy = 340 MpaQ = 24.40 x 11.855 x 10.08/1000 = 2.916 MT
say 3.0 MT
4 ISMC 150 - 350 long for shear connector: spacing = 200 mmQ = 4 x 122 x 0.35 x 16.40/1000 = 2.801 MT
say 3.0 MT
5 Plate girder (Fy = 250 Mpa)Q = 4 x 0.065 x 24.40 x 7.850 = 49.80 MT
say 55.0 MT
6 Itermediate cross bracing with ISA 100 x 100 x 12Q = 3 x 6 x 12.0 m length x 22.59 Kg/m = 4879.44 Kg
= 4.879 MTsay 6.5 MT incl. gusset plate
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
9 Base plate over bearing:
Q = 2 x 4 x 0.60 x 0.45 x 0.05 x 7.85 0.848 MTsay 1.0 MT
10 Jacking plate:Q = 2 x 6 x 0.35 x 0.35 x 0.05 x 7.85 0.577 MT
say 0.75 MT
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
10
DESIGN OF STEEL SUPER-STRUCTURE:
1.0 DESIGN DATA & ASSUMPTIONS:
1.1 DESIGN DATA:
(i) Span c/c of pier …………………….. 24.400 m
(ii) Effective span ……………………… 23.40 m
(iii) Overall width…………………………. 11.900 m
(iv) Carriageway………………………… 10.000 m
(v) C/c. of girder in transverse direction…………. 2.600 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
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
11
2.0 DEAD LOAD:
2.1 SUPERIMPOSED DEAD LOAD: -
Load/Rmt.: -
(i) Kerb:
Load = 0.50 x 0.3 x 2.40 = 0.360 t/m
Moment @ centre line of outer girder = 0.858 x (0.750 -0.450/2) = 0.178 tm
(ii) Wearing course: -
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
Moment @ centre line of outer girder = 0.054 x 0.30/2 = 0.011 tm
Load/m on outer girder on median side 0.180 x 1.90 = 0.342 t/m
Moment @ centre line of outer girder = 0.342 x 1.90/2 = 0.325 tm
(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
SLAB BEYOND OUTER STEEL GIRDER: -
= 0.2275 x 0.75 x 2.40 = 1.119 t/m
Moment @ centre of steel girder = 0.410 x 0.75/2
= 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
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
12
2.3 SELF WT. OF STEEL GIRDER: -
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
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
= 223.333 mm
Equivalent width of concrete section for inner girder = 2100/15
= 173.333 mm
2.11 x 105/0.5 x 31.5 x 1000 =
2.11 x 105/31.5 x 1000 =
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
13
Bending stress due to self wt. of prefabricated girder and deck slab:
Moment = 174.845 + 176.657 = 172.868 tm
Moment of Inertia of section = 2567412.77 cm^4
Section modulus Z = 29425.9343 cm^3
Radius of gyration = 66.705 cm
l/r = 3740.0/69.433 = 35.080
Actual beding stress =
= 587.468 Kg/cm²
including shear connector & web stiffener
Bending stress due to SIDL: Considering composite action
Moment = 151.678 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 60502.8234 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 250.696 Kg/cm²
Bending stress due to L.L: Considering composite action
Moment = 265.778 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 60502.8234 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 439.282 Kg/cm²
Total bending stress at bottom = 662.247 + 244.597 + 537.317 = 1277.446 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
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
14
Compressive stress at top of slab:
Bending stress due to SIDL: Considering composite action
Moment = 151.678 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 73511.974 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 206.331 Kg/cm²
Bending stress due to L.L: Considering composite action
Moment = 265.778 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 73511.974 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 361.544 Kg/cm²
Total bending stress at top = 201.311 + 442.230 = 567.875 Kg/cm²
Equivalent compressive stress in concrete at top = 643.541/15 = 37.85832 Kg/cm²
< 116.7 Kg/cm² for M: 35 conc.
147.988 x 105/73.325
325.092 x 105/60502.8234
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
15
Bending stress due to self wt. of prefabricated girder and deck slab:
Moment = 174.845 + 176.657 = 172.868 tm
Moment of Inertia of section = 4630985.51 cm^4
Section modulus Z = 53077.1979 cm^3
Radius of gyration = 89.588 cm
l/r = 3740.0/69.433 = 41.747
Actual beding stress =
= 325.692 Kg/cm²
Bending stress due to SIDL: Considering composite action
Moment = 151.678 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 95193.8201 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 159.336 Kg/cm²
Bending stress due to L.L: Considering composite action
Moment = 265.778 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 95193.8201 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 279.197 Kg/cm²
Total bending stress at bottom = 662.247 + 155.4600 + 341.505 = 764.224 Kg/cm²
< 1520.00 Kg/cm²
351.502 x 105/53077.198
147.988 x 105/95193.82
325.092 x 105/95193.82
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
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 =
1 Deck slab concrete (M: 35)Q = 8.25 x 0.240 x 30.0 = 59.400 cum
say 60.0 cum
2 HYSD steel in deck slab:Q = 60.0 x 125 = 7.425 MT
say 9.0 MT
3 Deck sheet for permanent shuttering:Thickness = 1 mm Fy = 340 MpaQ = 30.0 x 8.25 x 10.08/1000 = 2.495 MT
say 3.0 MT
4 ISMC 150 - 350 long for shear connector: spacing = 200 mmQ = 3 x 150 x 0.4 x 16.40/1000 = 2.952 MT
say 4.0 MT
5 Plate girder (Fy = 250 Mpa)Q = 3 x 0.075 x 30.0 x 7.850 = 52.99 MT
say 60.0 MT
6 Itermediate cross bracing with ISA 100 x 100 x 12Q = 2 x 7 x 12.0 m length x 22.59 Kg/m = 3795.12 Kg
= 3.795 MTsay 5.0 MT incl. gusset plate
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
9 Base plate over bearing:
Q = 2 x 3 x 0.60 x 0.45 x 0.05 x 7.85 0.636 MTsay 1.0 MT
10 Jacking plate:Q = 2 x 4 x 0.35 x 0.35 x 0.05 x 7.85 0.385 MT
say 0.50 MT
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
19
DESIGN OF STEEL SUPER-STRUCTURE:
1.0 DESIGN DATA & ASSUMPTIONS:
1.1 DESIGN DATA:
(i) Span c/c of pier …………………….. 30.000 m
(ii) Effective span ……………………… 29.00 m
(iii) Overall width…………………………. 8.250 m
(iv) Carriageway………………………… 7.500 m
(v) C/c. of girder in transverse direction…………. 2.600 m
(vi) Height of steel girder …………………. 1.745 m
(vii) Thickness of deck slab …………….. 0.240 m
1.2 DESIGN LOADING:
(i) Live Load:
Class A single lane + single lane 70 R wheeled vehicle
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
20
2.0 DEAD LOAD:
2.1 SUPERIMPOSED DEAD LOAD: -
Load/Rmt.: -
(i) Kerb:
Load = 0.30 x 0.3 x 2.40 = 0.216 t/m
Moment @ centre line of outer girder = 0.858 x (0.750 -0.450/2) = 0.297 tm
(ii) Wearing course: -
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
Moment @ centre line of outer girder = 0.054 x 0.30/2 = 0.090 tm
Load/m on outer girder on median side 0.180 x 1.90 = 0.191 t/m
Moment @ centre line of outer girder = 0.342 x 1.90/2 = 0.117 tm
(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
SLAB BEYOND OUTER STEEL GIRDER: -
= 0.2275 x 0.75 x 2.40 = 0.878 t/m
Moment @ centre of steel girder = 0.410 x 0.75/2
= 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
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
21
2.3 SELF WT. OF STEEL GIRDER: -
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
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
= 223.333 mm
Equivalent width of concrete section for inner girder = 2100/15
= 173.333 mm
2.11 x 105/0.5 x 31.5 x 1000 =
2.11 x 105/31.5 x 1000 =
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
22
Bending stress due to self wt. of prefabricated girder and deck slab:
Moment = 174.845 + 176.657 = 244.385 tm
Moment of Inertia of section = 3452654.65 cm^4
Section modulus Z = 39571.973 cm^3
Radius of gyration = 72.493 cm
l/r = 3740.0/69.433 = 32.279
Actual beding stress =
= 617.571 Kg/cm²
including shear connector & web stiffener
Bending stress due to SIDL: Considering composite action
Moment = 144.309 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 60502.8234 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 238.516 Kg/cm²
Bending stress due to L.L: Considering composite action
Moment = 296.302 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 60502.8234 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 489.733 Kg/cm²
Total bending stress at bottom = 662.247 + 244.597 + 537.317 = 1345.820 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
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
23
Compressive stress at top of slab:
Bending stress due to SIDL: Considering composite action
Moment = 144.309 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 73511.974 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 196.307 Kg/cm²
Bending stress due to L.L: Considering composite action
Moment = 296.302 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 73511.974 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 403.066 Kg/cm²
Total bending stress at top = 201.311 + 442.230 = 599.373 Kg/cm²
Equivalent compressive stress in concrete at top = 643.541/15 = 39.95821 Kg/cm²
< 116.7 Kg/cm² for M: 35 conc.
147.988 x 105/73.325
325.092 x 105/60502.8234
PROJECT: CONSTRUCTION OF FLYOVER AT ISANPUR.
24
Bending stress due to self wt. of prefabricated girder and deck slab:
Moment = 174.845 + 176.657 = 244.385 tm
Moment of Inertia of section = 4630985.51 cm^4
Section modulus Z = 53077.1979 cm^3
Radius of gyration = 83.956 cm
l/r = 3740.0/69.433 = 44.547
Actual beding stress =
= 460.433 Kg/cm²
Bending stress due to SIDL: Considering composite action
Moment = 144.309 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 95193.8201 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 151.595 Kg/cm²
Bending stress due to L.L: Considering composite action
Moment = 296.302 tm
Moment of Inertia of section = 6455064.38 cm^4
Section modulus Z = 95193.8201 cm^3
Radius of gyration = 73.325 cm
l/r = 3740.0/73.325 = 51.006
Actual beding stress =
= 311.262 Kg/cm²
Total bending stress at bottom = 662.247 + 155.4600 + 341.505 = 923.290 Kg/cm²
< 1520.00 Kg/cm²
351.502 x 105/53077.198
147.988 x 105/95193.82
325.092 x 105/95193.82