Design of Single Span T / I girder Superstructure

Sectional and Longitudinal view of Span

Basic Data

Total Length of girder 17.550 Total Number of Girders 3

Centre to centre of Bearings 16.750 Left Cantilever Length 0.975
Right Cantilever Length 0.975
Total Width of Deck slab 6.25 C/C of Left side end girders 2.15
Left Crash Barrier width 0.15 C/C of Right side end girders 2.15
Left- Footpath width 0.225 C/C of other intermediate Girders 2.15
Left- Carriageway width 2.75 Skew Angle-deg ( 90 for Normal ) 90
Median Width 0
Right Carriageway width 2.75 Total Number of Diaphragms 3
Right Footpath width 0.225 C/C of Diaphragms 8.375
Right Crash Barrier width 0.15 Height of end diaphragm( W/O deck ) 1.33
Thickness of end diaphragm 0.3
Thickness of Deck slab 0.24 Height of intermediate diaphragm 1.33
Thickness of Wearing Course 0.075 Thickness of intermediate diaphragm 0.3

Area of Crash Barrier ( ave )-left 0.1575 Total number of Bearings / support 4
Area of CB ( ave )-Right 0.1575 Left - Outer bearing from Deck edge 0.975
Area of central median-average 0 Right - Outer bearing from Deck edge 0.975
Area of footpath -average(Left/Rig) 0.03375 Distance between internal beraings 2.15
Utility loading ( any- t / m ) 0
Shutter slab loading ( any- t / m ) 0
Pedestrain loading ( t/ m ) 0.162 Concrete Grade-Girder 45
Number of Lanes for Design 2 Concrete Grade-Deck slab 45
1 Steel grade( Reinft ) 415
Construction Live Load(t/m2) 0 Eff.Cover to beam Reinft 40
Loads Calculation
Properties of Girder-1 Girder-2 Girder-3
Precast End Girder-left Internal Girder End Girder-Right
Composite Composite Composite
Eff.Deck width for Properties 2.05 2.15 2.05
Deck Thick 0.24 0.24 0.24
Eff.Deck width for Loading 2.05 2.15 2.05
Area 0.718 1.210 1.234 1.210
Cgy-Girder-top 0.738 0.389 0.379 0.389
Cgy-Deck-top 0.629 0.619 0.629
Cgy-bot 0.892 1.241 1.251 1.241
Ixx 0.193 0.411 0.417 0.411
Zxt-girder 0.262 1.055 1.099 1.055
Zxt-Deck 0.653 0.673 0.653
Zxb 0.217 0.331 0.334 0.331
Dead Load Girder/Sla 1.723 1.230 1.290 1.230

Diaphragm Distance Load Load/Girder

1 0 3.22 1.1
End Diaphragms 2 16.75 3.22 1.1
1 8.375 3.22 1.07
2 0 0.00 0.00
Intermediate 3 0 0.00 0.00
Diaphragms 4 0 0.00 0.00

Stage 1 Stage 2 Forces ( DL + slab + constrn LL )

S.No Dist Precast Left End Girder Intermeiate Girder End Girder-Right
Load m / ( t/m) 1.72 1.23 1.29 1.23
BM BM SF BM SF BM SF

1 0.00 -0.1 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511

2 0.84 11.3 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
3 1.68 21.6 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
4 2.51 30.7 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
5 3.35 38.5 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
6 4.19 45.2 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
7 5.03 50.6 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
8 5.86 54.9 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
9 6.70 57.9 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
10 7.54 59.7 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
11 8.38 60.3 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
12 9.21 59.7 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
13 10.05 57.9 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
14 10.89 54.9 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
15 11.73 50.6 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
16 12.56 45.2 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
17 13.40 38.5 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
18 14.24 30.7 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
19 15.08 21.6 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
20 15.91 11.3 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
21 16.75 -0.1 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
 Stage 3 Superimposed Dead Load

S.No Dist Left End Girder Intermeiate Girder Centre Girder-Right

Load m / ( t/m)
BM SF BM SF BM SF

1 0.00 0.0 6.0 0.0 2.9 0.0 6.0

2 0.84 5.0 5.2 2.3 3.1 5.0 5.2
3 1.68 9.2 4.4 4.8 3.2 9.2 4.4
4 2.51 12.7 3.6 7.3 3.2 12.7 3.6
5 3.35 15.6 2.8 9.9 3.3 15.6 2.8
6 4.19 17.8 2.0 12.6 3.3 17.8 2.0
7 5.03 19.4 1.2 15.2 3.3 19.4 1.2
8 5.86 20.3 0.4 17.9 3.4 20.3 0.4
9 6.70 20.6 0.4 20.6 3.4 20.6 0.4
10 7.54 20.1 1.1 23.3 3.4 20.1 1.1
11 8.38 19.1 1.4 26.1 3.2 19.1 1.4
12 9.21 20.1 0.6 23.3 3.1 20.1 0.6
13 10.05 20.6 0.2 20.6 3.1 20.6 0.2
14 10.89 20.3 1.0 17.9 3.0 20.3 1.0
15 11.73 19.4 1.7 15.2 3.0 19.4 1.7
16 12.56 17.8 2.5 12.6 3.0 17.8 2.5
17 13.40 15.6 3.3 9.9 3.0 15.6 3.3
18 14.24 12.7 4.1 7.3 2.9 12.7 4.1
19 15.08 9.2 4.9 4.8 2.8 9.2 4.9
20 15.91 5.0 5.8 2.3 2.6 5.0 5.8
21 16.75

Stage 4-1 Foot path Live Load

S.No Dist Left End Girder Intermeiate Girder Centre Girder-Right

Load m / ( t/m)
BM SF BM SF BM SF

1 0.00 0.0 0.6 0.0 0.1 0.0 0.6

2 0.84 0.5 0.5 0.1 0.2 0.5 0.5
3 1.68 0.9 0.4 0.2 0.2 0.9 0.4
4 2.51 1.3 0.3 0.4 0.3 1.3 0.3
5 3.35 1.5 0.2 0.6 0.3 1.5 0.2
6 4.19 1.7 0.1 0.8 0.3 1.7 0.1
7 5.03 1.8 0.1 1.1 0.4 1.8 0.1
8 5.86 1.8 0.0 1.4 0.4 1.8 0.0
9 6.70 1.8 0.1 1.8 0.5 1.8 0.1
10 7.54 1.7 0.2 2.2 0.5 1.7 0.2
11 8.38 1.5 0.2 2.6 0.5 1.5 0.2
12 9.21 1.7 0.1 2.2 0.5 1.7 0.1
13 10.05 1.8 0.1 1.8 0.4 1.8 0.1
14 10.89 1.8 0.0 1.4 0.4 1.8 0.0
15 11.73 1.8 0.1 1.1 0.3 1.8 0.1
16 12.56 1.7 0.2 0.8 0.3 1.7 0.2
17 13.40 1.5 0.3 0.6 0.3 1.5 0.3
18 14.24 1.3 0.4 0.4 0.2 1.3 0.4
19 15.08 0.9 0.5 0.2 0.2 0.9 0.5
20 15.91 0.5 0.6 0.1 0.1 0.5 0.6
21 16.75

Stage 4-2 Live Load-Envelope ( Due to Class A 2L /70r w )

S.No Dist Left End Girder Intermeiate Girder Centre Girder-Right

Load m / ( t/m)
BM SF BM SF BM SF

1 0.00 0.0 55.7 0.0 22.5 0.0 55.7

2 0.84 41.1 49.4 18.8 21.9 41.1 49.4
3 1.68 76.4 43.9 37.1 20.7 76.4 43.9
4 2.51 106.4 39.0 54.4 19.0 106.4 39.0
5 3.35 127.2 40.1 70.3 16.9 127.2 40.1
 6 4.19 143.1 35.9 84.3 14.3 143.1 35.9
7 5.03 154.4 32.1 96.3 11.4 154.4 32.1
8 5.86 159.7 28.4 105.9 9.1 159.7 28.4
9 6.70 164.6 24.7 112.9 9.8 164.6 24.7
10 7.54 164.6 21.1 117.1 9.2 164.6 21.1
11 8.38 156.1 22.4 118.6 8.1 156.1 22.4
12 9.21 160.9 22.9 117.2 8.4 160.9 22.9
13 10.05 165.4 26.6 113.0 9.8 165.4 26.6
14 10.89 163.9 25.3 106.1 11.4 163.9 25.3
15 11.73 153.3 29.0 96.6 14.3 153.3 29.0
16 12.56 142.9 32.8 84.7 16.8 142.9 32.8
17 13.40 126.1 37.1 70.6 19.0 126.1 37.1
18 14.24 103.8 41.8 54.6 20.7 103.8 41.8
19 15.08 78.8 47.2 37.2 21.9 78.8 47.2
20 15.91 42.7 46.9 18.9 22.5 42.7 46.9
21 16.75

Final -Envelope (Dead Load , SIDL & Live Load )

S.No Dist Left End Girder Intermeiate Girder Centre Girder-Right

Load m / ( t/m)
BM SF BM SF BM SF

1 0.00 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511

2 0.84 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
3 1.68 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
4 2.51 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
5 3.35 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
6 4.19 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
7 5.03 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
8 5.86 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
9 6.70 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Location
10 7.54 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 1.9
11 8.38 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 4.2
12 9.21 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 5.5
13 10.05 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 8.4
14 10.89 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
15 11.73 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
16 12.56 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
17 13.40 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
18 14.24 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
19 15.08 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
20 15.91 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
21 16.75 Err:511 Err:511 Err:511 Err:511 Err:511 Err:511
Cables
12.000
Proposed distances from bot .of Girder(m)
End Mid-Sec 10.000

Cable Stage-1 Stage-2 Stage-1 Stage-2 OD 1.630 m

8.000
1 1.045 1.405 0.1175 0.2875 Meu= 0.17 per rad
6.000
2 k= 0.0020 per m
3 Stressing 2 sides 4.000
4 Jack str 1396 N/mm2
2.000
* Note : For Outer line , inclined Height shall be given Elas.Mod 195000 N/mm2
Various inputs for different Cables Slip(mm) 5 mm 0.000
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00

Nos Area(mm2) E1(m) E2(m) STRAIGHT 1 L1(m) L2(m) MIDST L3 L4(m) STRAIGHT 2 Nos Area(mm2) E1(m) E2(m) STRAIGHT 1 L1(m) L2(m) MIDST L3 L4(m) STRAIGHT 2

Cable-1-outer line Exit Ang #VALUE! deg . Elong (mm) #VALUE! #VALUE! m length Cable-1Stage-2tre li Exit Ang #VALUE! Elong (mm) #VALUE! #VALUE! m length
1 1875.3 0.23 -0.698 0.775 0 6.5 3.0 6.5 0 0.775 1 1875.3 0.59 -0.5275 0.775 0 7 2.0 7 0 0.775
Cable-2-outer line Exit Ang #VALUE! deg . Elong (mm) #VALUE! #VALUE! m length Cable-2Stage-2tre li Exit Ang #VALUE! Elong (mm) #VALUE! #VALUE! m length
0 1184.4 -0.815 -0.815 0.775 0 7 2.0 7 0 0.775 0 1875.3 -0.815 -0.815 0.775 0 12 -8.0 12 0 0.775
Cable-3-outer line Exit Ang #VALUE! deg . Elong (mm) #VALUE! #VALUE! m length Cable-3Stage-2tre li Exit Ang #VALUE! Elong (mm) #VALUE! #VALUE! m length
0 1875.3 -0.815 -0.815 0.775 0 8.5 -1.0 8.5 0 0.775 0 1875.3 -0.815 -0.815 0.775 0 16 -16.0 16 0 0.775
Cable-4-outer line Exit Ang #VALUE! deg . Elong (mm) #VALUE! #VALUE! m length Cable-4Stage-2tre li Exit Ang #VALUE! Elong (mm) #VALUE! #VALUE! m length
0 1875.3 -0.815 -0.815 0.775 0 10.3 -4.6 10.3 0 0.775 0 1875.3 -0.815 -0.815 0.775 0 7 2.0 7 0 0.775

Girder Under Selection 1

Edge distance= 0.4 m Cable Height & Angular Change at Various Distances-Stage-1

S.No Distance St.dist Cab-1-Stage-1 Cab-2-Stage-1 Cab-3-Stage-1 Cab-4-Stage-1

Nos 1 0 0 Ang Ch(rad) 0 Ang Ch(rad)

Force after Force after Force after Force after Force after Force after Force after Force after Total Area-
Web Angle 1.00 Ang Ch(rad) Fric Slip 1.00 Ang Ch(rad) Fric Slip 1.00 Fric Slip 1.00 Fric Slip cab

1 0.00 -0.40 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

2 0.40 0.00 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

3 1.24 0.84 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

4 2.08 1.68 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

5 2.91 2.51 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

6 3.75 3.35 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3
 7 4.59 4.19 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

8 5.43 5.03 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

9 6.26 5.86 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

10 7.10 6.70 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

11 7.94 7.54 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

12 8.78 8.38 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

13 9.61 9.21 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

14 10.45 10.05 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

15 11.29 10.89 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

16 12.13 11.73 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

17 12.96 12.56 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

18 13.80 13.40 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

19 14.64 14.24 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

20 15.48 15.08 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

21 16.31 15.91 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

22 17.15 16.75 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

23 17.55 17.15 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

Cable Height & Angular Change at Various Distances Stage-2

S.No Distance St.dist Cab-1Stage-2 Cab-2Stage-2 Cab-3Stage-2 Cab-4Stage-2

Nos 1 0 0 Ang Ch(rad) 0 Ang Ch(rad)

Force after Force after Force after Force after Force after Force after Force after Force after Total Area-
Web Angle 1.00 Ang Ch(rad) Fric Slip 1.00 Ang Ch(rad) Fric Slip 1.00 Fric Slip 1.00 Fric Slip cab

1 0.00 -0.40 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

2 0.40 0.00 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

3 1.24 0.84 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

4 2.08 1.68 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

5 2.91 2.51 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

6 3.75 3.35 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

7 4.59 4.19 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

8 5.43 5.03 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

9 6.26 5.86 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

10 7.10 6.70 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

11 7.94 7.54 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

12 8.78 8.38 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3
 13 9.61 9.21 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

14 10.45 10.05 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

15 11.29 10.89 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

16 12.13 11.73 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

17 12.96 12.56 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

18 13.80 13.40 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

19 14.64 14.24 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

20 15.48 15.08 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

21 16.31 15.91 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

22 17.15 16.75 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

23 17.55 17.15 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 1875.3

Horizontal & Vertical forces

S.No Distance H force after Slip V force after Slip

Cable-1-S1 Cable-2-S1 Cable-3-S1 Cable-4-S1 Cable-1-S2 Cable-2-S2 Cable-3-S2 Cable-4-S2 Cable-1-S1 Cable-2-S1 Cable-3-S1 Cable-4-S1 Cable-1-S2 Cable-2-S2 Cable-3-S2 Cable-4-S2 Cab CG-S1 Tot.H-S1 Tot.V-S1 Tot.H-S2

1 0.00 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

2 0.40 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

3 1.24 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

4 2.08 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

5 2.91 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

6 3.75 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

7 4.59 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

8 5.43 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

9 6.26 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

10 7.10 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

11 7.94 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

12 8.78 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

13 9.61 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

14 10.45 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

15 11.29 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

16 12.13 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

17 12.96 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
18 13.80 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

19 14.64 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

20 15.48 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

21 16.31 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

22 17.15 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

23 17.55 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
Initial Losses -Calculation
Stress-As Built DL(1+2)

Initial
DL (1)+PF- Shrinkage Pre.Force DL
Eccen-cab- DL BM- Cable Area( DL (1)+PF- DL (1)+PF- Stress-cab- Elas.Sht.Lo 1000 hrs loss ( 50%- Initial Creep after DL BM- Top of Bottom of (1+2)+PF-
S.No Distance Area-Gir MOI-Gir Y-top-Gir Y-bot-Gir CG Stage-1 Pre-Force(t) mm2) Stress-top Stress-bot CG ss Relaxation 2.5e4) loss-1.5e-4 Ini.Loss-S1 Stage-2 Girder Girder Stress-top

1 -0.40 0.718 0.193 0.738 0.892 #VALUE! 0.0 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! 0.0 0 0 #VALUE!

2 0.00 0.718 0.193 0.738 0.892 #VALUE! -0.1 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

3 0.84 0.718 0.193 0.738 0.892 #VALUE! 11.3 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

4 1.68 0.718 0.193 0.738 0.892 #VALUE! 21.6 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

5 2.51 0.718 0.193 0.738 0.892 #VALUE! 30.7 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

6 3.35 0.718 0.193 0.738 0.892 #VALUE! 38.5 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

7 4.19 0.718 0.193 0.738 0.892 #VALUE! 45.2 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

8 5.03 0.718 0.193 0.738 0.892 #VALUE! 50.6 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

9 5.86 0.718 0.193 0.738 0.892 #VALUE! 54.9 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

10 6.70 0.718 0.193 0.738 0.892 #VALUE! 57.9 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

11 7.54 0.718 0.193 0.738 0.892 #VALUE! 59.7 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

12 8.38 0.718 0.193 0.738 0.892 #VALUE! 60.3 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

13 9.21 0.718 0.193 0.738 0.892 #VALUE! 59.7 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

14 10.05 0.718 0.193 0.738 0.892 #VALUE! 57.9 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

15 10.89 0.718 0.193 0.738 0.892 #VALUE! 54.9 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

16 11.73 0.718 0.193 0.738 0.892 #VALUE! 50.6 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

17 12.56 0.718 0.193 0.738 0.892 #VALUE! 45.2 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

18 13.40 0.718 0.193 0.738 0.892 #VALUE! 38.5 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

19 14.24 0.718 0.193 0.738 0.892 #VALUE! 30.7 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

20 15.08 0.718 0.193 0.738 0.892 #VALUE! 21.6 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

21 15.91 0.718 0.193 0.738 0.892 #VALUE! 11.3 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

22 16.75 0.718 0.193 0.738 0.892 #VALUE! -0.1 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! Err:511 Err:511 Err:511 #VALUE!

23 17.15 0.718 0.193 0.738 0.892 #VALUE! 0.0 #VALUE! 1875 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 4.6 #VALUE! #VALUE! 0.0 0 0 #VALUE!
Creep , Shrinkage & Relaxation Loss

Prestress-2 nd stage Stress-Single Built DL Creep distributed DL ( fact-0.2 ) As Built Prestre

At
Eccen-cab- combined
CG- Eccen-cab- CG Due to Elastic Prestressin Top of Bottom of Top of Bottom of Top of Bottom of
S.No Distance Area-Comp MOI-Comp Y-top-Slab Y-top-Girder Y-bot-Gir combined CG-S-2 PF- S2 Sh.loss-S2 g force-S2 Top of Slab Girder Girder Top of Slab Girder Girder Top of Slab Girder Girder Top of Slab

1 -0.40 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 0 0 0 0 0 0 #VALUE!

2 0.00 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

3 0.84 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

4 1.68 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

5 2.51 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

6 3.35 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

7 4.19 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

8 5.03 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

9 5.86 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

10 6.70 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

11 7.54 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

12 8.38 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

13 9.21 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

14 10.05 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

15 10.89 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

16 11.73 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

17 12.56 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

18 13.40 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

19 14.24 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

20 15.08 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

21 15.91 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

22 16.75 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511 Err:511 Err:511 #VALUE!

23 17.15 1.210 0.411 0.629 0.389 1.241 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 0 0 0 0 0 0 #VALUE!

Stresses
DL ( fact=0.2 )+ SIDL + PF ( fact=0.2) Differential Shrinkage Live Load + DL (fact=0.2)+SIDL+PF ( Fact=0.2 ) Creep distributed DL ( Long Term )

Total Final Final Final Creep Shrink Relaxation

Stress-top Stress- Stress-cab- Stress-top Stress- Stress-cab- Stress-Cab- Live Load Stress- Stress- Stress- Loss(75% Loss( Avg: Loss( 2 x Total Long Top of
S.No Distance SIDL BM slab girder top Stress-bot CG slab girder top Stress-bot CG CG Moment Deck top Girder top Girder bot Maturity) 10 days ) 3.5% ) term Loss Top of Slab Girder

1 -0.40 0.0 #VALUE! #VALUE! #VALUE! #VALUE! -29 81 -40 #VALUE! #VALUE! 0.0 #VALUE! #VALUE! #VALUE! #VALUE! 9.1 #VALUE! #VALUE! 0 0
 2 0.00 0.0 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 0.0 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

3 0.84 5.0 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 41.6 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

4 1.68 9.2 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 77.3 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

5 2.51 12.7 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 107.7 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

6 3.35 15.6 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 128.7 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

7 4.19 17.8 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 144.8 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

8 5.03 19.4 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 156.2 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

9 5.86 20.3 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 161.5 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

10 6.70 20.6 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 166.4 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

11 7.54 20.1 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 166.3 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

12 8.38 19.1 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 157.6 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

13 9.21 20.1 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 162.6 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

14 10.05 20.6 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 167.2 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

15 10.89 20.3 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 165.8 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

16 11.73 19.4 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 155.1 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

17 12.56 17.8 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 144.6 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

18 13.40 15.6 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 127.6 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

19 14.24 12.7 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 105.1 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

20 15.08 9.2 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 79.7 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

21 15.91 5.0 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 43.2 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

22 16.75 0.0 Err:511 Err:511 Err:511 Err:511 -29 81 -40 #VALUE! #VALUE! 0.0 Err:511 Err:511 Err:511 #VALUE! 9.1 #VALUE! #VALUE! Err:511 Err:511

23 17.15 0.0 #VALUE! #VALUE! #VALUE! #VALUE! -29 81 -40 #VALUE! #VALUE! 0.0 #VALUE! #VALUE! #VALUE! #VALUE! 9.1 #VALUE! #VALUE! 0 0

Final Stresses Creep distributed PF ( Long Term ) Long term PF Losses With 1.2 x Long term losses With Temperature rise + 50% LL With Temperature fall

Stress-top Stress- Total Total Total Final Final Final Total Total Total
Top of Bottom of slab due to girder top Stress-bot Stress- Stress- Stress- Live Load Stress- Stress- Stress- Stress- Stress- Stress- Total Stress- Stress- Stress- Stress-
S.No Distance Top of Slab Girder Girder loss due to loss due to loss Deck top Girder top Girder bot Moment Deck top Girder top Girder bot Deck top Girder top Girder bot Deck top Girder top Girder bot Deck top

1 -0.40 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 0.0 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

2 0.00 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 0.0 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

3 0.84 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 41.6 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

4 1.68 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 77.3 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

5 2.51 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 107.7 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

6 3.35 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 128.7 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

7 4.19 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 144.8 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511
 8 5.03 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 156.2 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

9 5.86 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 161.5 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

10 6.70 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 166.4 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

11 7.54 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 166.3 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

12 8.38 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 157.6 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

13 9.21 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 162.6 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

14 10.05 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 167.2 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

15 10.89 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 165.8 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

16 11.73 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 155.1 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

17 12.56 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 144.6 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

18 13.40 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 127.6 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

19 14.24 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 105.1 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

20 15.08 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 79.7 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

21 15.91 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 43.2 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

22 16.75 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 0.0 Err:511 Err:511 Err:511 #VALUE! #VALUE! #VALUE! Err:511 Err:511 Err:511 Err:511

23 17.15 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 0.0 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Check for Ultimate Bending Moment ( bw= 0.35 m bf= 2.050 m tf= 0.344 m D= 1.920 m Ip= 0.19 m4 Ic= 0.411
yp-yc= 0.349 m Ayp= 0.0436 m3 Ayc= 0.294 m3 ft= 1.61 N/sq.mm Duct Dia ( assumed ) 85.0 mm
SECTION UNCRACKED IN FLEXURE
UltBM- UltBM-
Steel Concrete Ult.Shear Ult.Shear Ult.Shear Tot Max.SF fcp(N/mm f0='0.8fcp
S.No Distance Ult.Bm Fails fails Status -DL -SIDL -LL Ult.shear permitted Mpc Vcl fcm 2) +fm fs Vc2 Vco Vcr-min Vcr-1 fpt
1 -0.40 0.0 #VALUE! #VALUE! #VALUE! 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #VALUE! #VALUE! 0.0 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
2 0.00 Err:511 #VALUE! #VALUE! Err:511 Err:511 12.1 140.7 Err:511 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
3 0.84 Err:511 #VALUE! #VALUE! Err:511 Err:511 10.3 124.8 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
4 1.68 Err:511 #VALUE! #VALUE! Err:511 Err:511 8.7 110.7 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
5 2.51 Err:511 #VALUE! #VALUE! Err:511 Err:511 7.1 98.3 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
6 3.35 Err:511 #VALUE! #VALUE! Err:511 Err:511 5.5 100.8 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
7 4.19 Err:511 #VALUE! #VALUE! Err:511 Err:511 4.0 90.2 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
8 5.03 Err:511 #VALUE! #VALUE! Err:511 Err:511 2.4 80.4 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
9 5.86 Err:511 #VALUE! #VALUE! Err:511 Err:511 0.9 71.1 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
10 6.70 Err:511 #VALUE! #VALUE! Err:511 Err:511 0.7 62.0 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
11 7.54 Err:511 #VALUE! #VALUE! Err:511 Err:511 2.2 53.2 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
12 8.38 Err:511 #VALUE! #VALUE! Err:511 Err:511 2.7 56.5 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
 13 9.21 Err:511 #VALUE! #VALUE! Err:511 Err:511 1.2 57.6 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
14 10.05 Err:511 #VALUE! #VALUE! Err:511 Err:511 0.4 66.7 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
15 10.89 Err:511 #VALUE! #VALUE! Err:511 Err:511 1.9 63.3 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
16 11.73 Err:511 #VALUE! #VALUE! Err:511 Err:511 3.5 72.7 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
17 12.56 Err:511 #VALUE! #VALUE! Err:511 Err:511 5.0 82.6 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
18 13.40 Err:511 #VALUE! #VALUE! Err:511 Err:511 6.6 93.4 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
19 14.24 Err:511 #VALUE! #VALUE! Err:511 Err:511 8.2 105.5 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
20 15.08 Err:511 #VALUE! #VALUE! Err:511 Err:511 9.8 119.2 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
21 15.91 Err:511 #VALUE! #VALUE! Err:511 Err:511 11.6 118.8 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
22 16.75 Err:511 #VALUE! #VALUE! Err:511 Err:511 0.0 0.0 Err:511 274 Err:511 Err:511 Err:511 #VALUE! #VALUE! Err:511 #VALUE! Err:511 #VALUE! #VALUE! #VALUE!
23 17.15 0.0 #VALUE! #VALUE! #VALUE! 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #VALUE! #VALUE! 0.0 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Shear
Reinft
Asw Min Long. Steel
in
Vert.Com @250 Reinft @ Girder(mm2
S.No Distance Vc Section .PF Net VC Net Shear C/C 250 c/c )

1 -0.40 #VALUE! 0

2 0.00 #VALUE! 0

3 0.84 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

4 1.68 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

5 2.51 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

6 3.35 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

#VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 Initial Stresses in Girder
7 4.19 0
12
8 5.03 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

9 5.86 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

10
10 6.70 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

11 7.54 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0 8

12 8.38 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0
6
13 9.21 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

14 10.05 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

4
15 10.89 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

16 11.73 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0 2

17 12.56 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
 4

0
18 13.40 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
19 14.24 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

20 15.08 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0 12

FINAL CRITICAL STRESSES ( incl Temp stresses )

21 15.91 #VALUE! #VALUE! #VALUE! #VALUE! Err:511 Err:511 157.5 0

10

22 16.75 #VALUE! 0

23 17.15 #VALUE! 0 8

(T/SQM)
Service Condition-1 6

12
4

10
2
(T/SQM)

8 0

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23

SECTIONS DECK TOP-COMP

6 DECK TOP-TENSION
GIRDER TOP-COMP
GIRDER BOT-TENSION
4
DECK TOP
FINAL STRESSES
12
Deck slab Top GIRDER TOP
2 Girder Top GIRDER BOT
10
Girder Bottom
0 8
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
6

0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23

140
20.00
Tot.V-S2 Cab-CG-S2 Combined CG Combined H Combined V

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 DL
DL (1+2)+PF-
(1+2)+PF- Stress-cab-
Stress-bot CG

#VALUE! #VALUE!

#VALUE! #VALUE!

#VALUE! #VALUE!

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 As Built Prestress Single built Prestress Creep distributed PS ( fact=0.2 )

Top of Bottom of Top of Bottom of Top of Bottom of

Girder Girder Top of Slab Girder Girder Top of Slab Girder Girder

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ted DL ( Long Term )

Bottom of
Girder

0
 Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

Err:511

With Temperature fall + 50% LL

Total Total
Stress- Stress-
Girder top Girder bot

#VALUE! #VALUE!

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511
 Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

Err:511 Err:511

#VALUE! #VALUE!

m4)

Mt Vcr2
#VALUE!
#VALUE!
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE! Err:511
#VALUE!
#VALUE!
Support Reactions at various supports

Girder 1 2 3 4 5 6 7 8
Distance from End 0.975 3.125 5.275 0 0 0 0 0
DL Err:511 Err:511 Err:511
SDL 6 3 6
Total Load Err:511 Err:511 Err:511 0.0 0.0 0.0 0.0 0.0

End Diaphragm

Outer Girder Intermediate Girders Outer Girder

Dist BM SF
0.975 0.0 33.3
1.5125 17.9 33.3
C/C Distance of Jack 2.15 m 2.05 35.8 33.3
2.48 28.9 -16.1
Jack Jack 2.91 22.0 -16.1
Distance 2.05 4.20 3.34 22.0 16.1
Reaction= 3.77 28.9 16.1
4.2 35.8 16.1
4.7375 17.9 -33.3
5.275 0.0 0.0
Maximum Hogging Bending Moment = 35.8 tm
Maximum Sagging Bending Moment = 0.0 tm
Maximum SF = 33.3 t

Depth= 1.57 m
Thickness= 0.3 m

d reqd 658 mm OK
Ast reqd ( M/sst jd ) 1398 sqmm ( Hogging )
0.0 sqmm ( Sagging )
Provide 25 mm dia bars 5 nos
= 2454 sq.mm OK
pt= 0.55 %
 Permissible Shear stress= Err:511 N/sqmm
BMD
40.0
SFD
Permitted Force= Err:511 t
30.0
Maximum permitted Shear stress= 2.68 N/sqmm
Corresponding force= 119.97375 t OK
20.0

10.0

Provide Shear Reinft to cater for balance shear

0.0
0 1 2 3 4 5 6
-10.0 Area of Steel reqd at 100 mm spacing= Err:511 sq mm
-20.0
Provide 2 Legged Y 10 stirrups at 100mm spacing
-30.0

-40.0 = 157.1 sqmm Err:511

Intermediate Diaphragm

C:\SMAGESH\SPAN_diaphragm_sidl.anl C:\SMAGESH\SPAN_diaphragm_ll.anl C:\SMAGESH\SPAN_diaphragm_fp

MOMENT- MOMENT MOMENT- MOMENT- SHEAR-

MEMB SHEAR-max max -min SHEAR-min MEMB SHEAR-max max min min MEMB
11102 -8.21 21.83 1.31 -8.21 11102 14.1 1.46 -25.99 -2.16 11102
11103 8.21 21.83 1.31 8.21 11103 2.16 1.46 -25.99 -14.1 11103
10604 10604 10604
11102 11102 11102
11103 11103 11103
11104 11104 11104
11602 11602 11602
11603 11603 11603
11604 11604 11604
Design
Maximum Hogging Bending Moment = 24.7 tm
Maximum Sagging Bending Moment = 24.7 tm
Maximum SF = 10.9 t

Depth= 1.57 m
Thickness= 0.3 m

d reqd 546 mm OK
Ast reqd ( M/sst jd ) 963 sqmm ( Hogging )
963 sqmm ( Sagging-Conservatively )
Provide 25 mm dia bars 2 nos for Hogging
= 982 sq.mm OK
pt= 0.22 %

Provide 25 mm dia bars 2 nos for Sagging

= 982 sq.mm OK
pt= 0.22 %

Permissible Shear stress= Err:511 N/sqmm

Permitted Force= Err:511 t
Maximum permitted Shear stress= 2.68 N/sqmm
Corresponding force= 119.97375 t OK

Provide Shear Reinft to cater for balance shear

Area of Steel reqd at 300 mm spacing= Err:511 sq mm

Provide 2 Legged Y 10 stirrups at 300 mm spacing

= 157.1 sqmm Err:511

C:\SMAGESH\SPAN_diaphragm_fpll.anl

SHEAR- MOMENT MOMENT SHEAR- Moment- Moment-

max -max -min min min max SHEAR
-0.53 1.39 0.08 -0.53 -24.7 24.7 10.9
0.53 1.39 0.08 0.53 -24.7 24.7 10.9
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
Transverse analysis of I girder System

In Left Carriage way from Crash barrier towards median

Various Load cases Items Class A-1 Lane Class A-2 Lanes 70 R Track 70 R Bogie
Tyre Cont 0.25 0.5 0.25 0.5 1.1425 0.84 0.231 0.41
S.No Load Case Next load 1.2 1.2 1.1425 1.22
1 1 lane of Class A Wheel 1 5.7 0.4 5.7 0.4 8.75 1.62 5 1.405
2 2 lanes of Class A Wheel 2 5.7 2.2 5.7 2.2 8.75 3.68 5 2.195
3 1 Lane of 70R Track Wheel 3 0 2.2 5.7 3.9 0 3.68 5 2.985
4 1 Lane of 70R Bogie Wheel 4 0 2.2 5.7 5.7 0 3.68 5 3.775

5 9 13 13 17 21

1 25

Structure Idealisation SIDL & FPLL

Span Length Dist From left edge Fck & fy All.stress S.No Load Type Intensity Start dist End Dist
Span 1 2.15 CB-Left In.face 0.38 Conc 45 15.00 1 Wearing Course -0.165 0.38 5.88
Span 2 2.15 Cant-left 0.98 Steel 415 200 2 Crash Barrier-left -2.52 0.00 0.15
Span 3 0.00 Median In.face 5.88 m= 10 3 Crash Barrier-Right -2.52 6.10 6.25
Span 4 0.00 Median Out.face 5.88 k= 0.43 4 Footpath Left -0.36 0.15 0.38
Span 5 0.00 Cant-Right start 5.28 j= 0.857 5 Foot path right -0.36 5.88 6.10
Span 6 0.00 CB-Right In.face 5.88 Q= 2.756 6 Median 0.00 3.13 3.13
Span 7 0.00 Deck ends 6.25 7 Utility Load-any 0.00
Wearing Course Thickness (m) 0.075 8 Foot path LL- Left -0.359 0.15 0.38
Deck slab Thickness (m) 0.24 9 Foot path LL- Right -0.36 5.88 6.10
Avg. Cantilever Thickness (m) 0.24
Minimum span Length ( Longitudinal ) 16.75
E LOAD ANALYSIS RESULTS
Mem- MOMENT SHEAR- MOMENT MOMENT SHEAR-
Start MOMENT-Sag -Hog MAX -Sag -Hog MAX Moment-SaMoment-H Shear D-reqd D-Provided Status
Live Load Foot Path Live Load Dead Load
1 0 0 0 0 0 0 0 0 0 50.0 290 OK
2 0 0 0 0 0 0 0 -0.13 0.74 71.7 290 OK
3 0 -0.46 3.37 0 0 0 0 -0.68 1.31 114.3 440 OK
4 0 -3.56 8.83 0 0 0 0 -1.47 1.88 185.1 540 OK
5 0 -4.67 7.9 0 0 0 0 -1.76 2.02 202.8 540 OK
6 0.95 -4.08 6.33 0 0 0 0 -1.48 1.83 192.0 540 OK
7 3.08 -1.99 4.4 0 0 0 0 -0.74 1.13 155.7 440 OK
8 3.67 -0.96 2.89 0 0 0 0 -0.32 0.56 165.4 290 OK
9 3.28 -1.26 2.86 0 0 0 0 -0.17 0.28 159.1 290 OK
10 2.37 -1.56 3.88 0 0 0 0 -0.12 0.01 142.7 290 OK
11 1.25 -1.98 6.23 0 0 0 0 -0.21 0.38 139.1 440 OK
12 1.51 -4.2 10.69 0 0 0 0 -0.54 0.95 181.2 540 OK
13 1.59 -5.74 13.29 0 0 0 0 -0.69 1.71 202.8 540 OK
14 1.3 -5.29 9.96 0 0 0 0 -0.46 1.51 194.5 540 OK
15 1.61 -4.02 5.51 0 0 0 0.12 0 0.81 170.8 440 OK
16 2.77 -2.74 3.44 0 0 0 0.38 0 0.24 156.9 290 OK
17 2.85 -1.83 2.55 0 0 0 0.42 0 0.03 158.9 290 OK
18 2.38 -2.18 3.51 0 0 0 0.36 0 0.31 149.7 290 OK
19 1.07 -3.2 5.78 0 0 0 0.11 0 0.69 157.8 440 OK
20 1.63 -4.52 10.33 0 0 0 0 -0.38 1.26 183.3 540 OK
21 1.99 -5.37 13.7 0 0 0 0 -0.57 1.2 196.8 540 OK
22 1.9 -4.49 10.34 0 0 0 0 -0.42 1 183.5 540 OK
23 1.57 -3.18 5.97 0 0 0 0 -0.09 0.31 158.9 440 OK
24 3.08 -2.51 3.97 0 0 0 0 -0.08 0.26 155.7 290 OK
25 3.85 -2.02 2.94 0 0 0 0 -0.22 0.54 168.2 0 Revise
26 4.1 -1.54 2.74 0 0 0 0 -0.46 0.81 172.0 0 Revise
27 3.32 -1.97 4.47 0 0 0 0 -0.96 1.2 159.8 0 Revise
28 1.01 -4.06 6.71 0 0 0 0 -1.7 1.77 194.6 0 Revise
29 0 -4.66 11.26 0 0 0 0 -1.97 2.39 205.1 0 Revise
30 0 -3.55 8.83 0 0 0 0 -1.64 2.19 187.2 0 Revise
31 0 -0.46 3.36 0 0 0 0 -0.72 1.49 115.4 0 Revise
32 0 0 0 0 0 0 0 -0.13 0.74 71.7 0 Revise
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
Increase in Bending Moment to take care of warping Stress= 1.1 Times

Node DL-Hog DL-Sag LL-min LL-max Sag Mt Hog Mt D- reqd D-provided Ast - sag Ast-Hog Min steel Max-Shear Shear capacit

2 -0.13 0.00 0.00 0.00 0.00 -0.13 71.7 290 480 480 0.74 Err:511
3 -0.68 0.00 0.00 -0.46 0.00 -1.14 114.3 440 780 780 780 4.68 Err:511
4 -1.47 0.00 0.00 -3.56 0.00 -5.03 185.1 540 980 980 980 10.71
6 -1.48 0.00 0.95 -4.08 0.95 -5.56 192.0 540 980 980 980 8.16
7 -0.74 0.00 3.08 -1.99 3.08 -2.73 155.7 440 780 780 780 5.53 Err:511
8 -0.32 0.00 3.67 -0.96 3.67 -1.28 165.4 290 981 480 480 3.45 Err:511
9 -0.17 0.00 3.28 -1.26 3.28 -1.43 159.1 290 877 480 480 3.14 Err:511
10 -0.12 0.00 2.37 -1.56 2.37 -1.68 142.7 290 634 480 480 3.89 Err:511
11 -0.21 0.00 1.25 -1.98 1.25 -2.19 139.1 440 780 780 780 6.61 Err:511
12 -0.54 0.00 1.51 -4.20 1.51 -4.74 181.2 540 980 980 980 11.64
14 -0.46 0.00 1.30 -5.29 1.30 -5.75 194.5 540 980 980 980 11.47
14 -0.46 0.00 1.30 -5.29 1.30 -5.75 194.5 540 980 980 980 11.47
15 0.00 0.12 1.61 -4.02 1.73 -4.02 170.8 440 780 780 780 6.32 Err:511
16 0.00 0.38 2.77 -2.74 3.15 -2.74 156.9 290 842 732 480 3.68 Err:511
17 0.00 0.42 2.85 -1.83 3.27 -1.83 158.9 290 874 489 480 2.58 Err:511
18 0.00 0.36 2.38 -2.18 2.74 -2.18 149.7 290 732 583 480 3.82 Err:511
19 0.00 0.11 1.07 -3.20 1.18 -3.20 157.8 440 780 780 780 6.47 Err:511
20 -0.38 0.00 1.63 -4.52 1.63 -4.90 183.3 540 980 980 980 11.59 Err:511
22 -0.42 0.00 1.90 -4.49 1.90 -4.91 183.5 540 980 980 980 11.34
23 -0.09 0.00 1.57 -3.18 1.57 -3.27 158.9 440 780 780 780 6.28 Err:511
24 -0.08 0.00 3.08 -2.51 3.08 -2.59 155.7 290 823 692 480 4.23 Err:511

Note: Cantilevers Jn ( inner & outer ) not checked for Shear as per IRC : 21
 Dist.Steel
Node Section Ast required Ast provided-Hog Ast provided-Sag reqd / m Status
Sagging Hogging dia spacing Area(mm2)percentage dia spacing Area(mm2)percentage Area(mm2)
2 0 480 12 110 1021 0.43 12 300 374 0.16 360 Safe
3 Haunch st 780 780 12 110 1021 0.26 12 150 749 0.19 585 Revise
4 Web face 980 980 12 110 1021 0.21 12 120 936 0.19 735 Revise
6 Web Face 980 980 12 110 1021 0.21 12 120 936 0.19 735 Revise
7 Haunch St 780 780 12 110 1021 0.26 12 150 749 0.19 585 Revise
8 981 480 12 110 1021 0.43 12 95 1182 0.49 360 Safe
9 Mid Span 877 480 12 110 1021 0.43 12 100 1123 0.47 360 Safe
10 634 480 12 110 1021 0.43 12 145 775 0.32 360 Safe
11 Haunch st 780 780 12 110 1021 0.26 12 150 749 0.19 585 Revise
12 Web face 980 980 12 110 1021 0.21 12 120 936 0.19 735 Revise
14 Web Face 980 980 12 110 1021 0.21 12 120 936 0.19 735 Revise
14 Haunch St 980 980 12 110 1021 0.21 12 120 936 0.19 735 Revise
15 780 780 12 110 1021 0.26 12 150 749 0.19 585 Revise
16 842 732 12 110 1021 0.43 12 110 1021 0.43 360 Safe
17 Mid Span 874 489 12 110 1021 0.43 12 90 1248 0.52 360 Safe
18 732 583 16 110 1815 0.76 12 85 1321 0.55 360 Safe
19 Haunch st 780 780 16 110 1815 0.47 12 150 749 0.19 585 Revise
20 Web face 980 980 16 110 1815 0.37 12 120 936 0.19 735 Revise
22 Web Face 980 980 16 110 1815 0.37 12 120 936 0.19 735 Revise
23 Haunch St 780 780 16 110 1815 0.47 12 150 749 0.19 585 Revise
24 823 692 16 110 1815 0.76 12 150 749 0.31 360 Revise
Flyover at Karur Design of Superstructure

Design of End Anchorage As per clause 17 of IRC: 18 - 2000

Size of Anchor Block = 330 mm

C/C spacing of Cable = 360 mm
Width of web bulb = 450 mm
Minimum loss after friction and slip = #VALUE! KN
Max force in one cable = #VALUE! KN
Grade of Concrete of Girder = 45 Mpa
First Stage Prestressing after the casting of Girder = 7 days
Ultimate Cable force Pk = #VALUE! KN
Type of reinforcement = Fe 415

360

450

1.0 Permissible Bearing Stress behind Anchorages

fcj = 30.3 Mpa

Smaller of (i) and (ii)

(i) fb = 0.48 fcj sqrt (A2/A1)
(ii) fb = 0.8 fcj

A1 = 0.33*0.33 = 0.1089 m2
A2 = 0.36*0.36 = 0.1296 m2

fb from (i) = 15860.3 KN/m2

fb from (ii) = 24231.1 KN/m2

Hence fb = 15860.3 KN/m2

Max force in cable after friction and slip loss = #VALUE! KN

fb developed = #VALUE! KN/m2

#VALUE!
Hence allowable stress behind anchorage has been suitably increased by providing hoop
reinforcement. CEB-FIPmodel code has been used to calculate the increase in permissible
bearing stress.

According to the above code, increase in permissible stress

DF = 1.3 * u/s * As * (fyd -(Ac1-Ac2)*fcd*(1-(8*Msdu)/(u/p * Nsdu))

390654628.xls LASA
Flyover at Karur Design of Superstructure

Using 16 f spirals with 320 mm ID and 90 mm Spacing

Where,
u = perimeter of hoop = pi*(0.3 + 0.016) = 0.993 m
s = hoop spacing = 0.090 m
As = Cross sectional area of hoop reinforcement = 201 mm2
fyd = design strength of hoop = 0.87 * 415 = 361.05 N/mm2
Ac1=330×330 = 108900 mm2
AC2 = Area of concrete within hoop reinforcement
= pi/4 * 0.32^2 = 80424.8 mm2
fcd = 0.8 * fcj / 1.5 = 16.15 N/mm2
Msdu = Maximum moment in hoop reinforcement zone = 0.00

DF = 1.3*u/s *As*fyd -(Ac1-Ac2)fcd*(1-(8*Msdu)/(u/p * Nsdu)) = 580.97 KN

Increase in permissible stress = DF / A1 = 5334.9 KN/m2

Required permissible stress = = #VALUE! KN/m2

#VALUE!

2.0 BURSTING REINFORCEMENT

2Yo = 360 330 = 2Ypo

2Ypo = = 360
2Yo = = 330

Ypo / Yo = = 0.9167

From Table 8 of IRC-18, Fbst / Pk = = 0.11

Fbst = = #VALUE! KN
Allowable stress in steel = 0.87fy = 0.87*415 = 361.1 N/mm2
Ast required #VALUE! = #VALUE! mm2

Provide Nos. 4
Dia. 16
legged 2

Provide 4 nos 2 legged T16 in the form of spiral as mentioned above

Area of Steel provided 1608 mm2

#VALUE!
This reinforcement shall be provided in a zone 0.2 Yo = 36 mm from face to
2Yo = 360 mm

390654628.xls LASA
 I & T SECTIONS -- CROSS SECTION PROPERTIES Bf
Si.No. Description Area Breadth Depth DECK SLAB
A19
of Components Code (mm) (mm)
1 Web (Total Height) A1 350 1630 COVER PLANK A18 A20
2 Bottom - Left - Fillet A2 0 0 A12 A13
A16 A17
3 Bottom - Right - Fillet A3 0 0
A14 A15
4 Bottom - Left - Rectangle 1 A4 50 300 A10 A11
5 Bottom - Right - Rectangle 1 A5 50 300
VIEW THE PICTURE @ 100 % TO GET

PRECAST GIRDER
6 Bottom - Left - Tapper 1 A6 50 150 CORRECT AREA CODES

7 Bottom - Right - Tapper 1 A7 50 150

8 Bottom - Left - Rectangle 2 A8 0 150 A1
9 Bottom - Right - Rectangle 2 A9 0 150
10 Top - Left - Fillet A10 0 0
11 Top - Right - Fillet A11 0 0 STANDARD
12 Top - Left - Rectangle 1 A12 275 150 CROSS SECTION
13 Top - Right - Rectangle 1 A13 275 150
14 Top - Left - Tapper 1 A14 275 100 A2 A3
A6 A7
15 Top - Right - Tapper 1 A15 275 100 A8 A9
16 Top - Left - Rectangle 2 A16 0 100 A4 A5
17 Top - Right - Rectangle 2 A17 0 100
-1500 -1000 -500 0 500 1000 1500
18 Web - Top - ( @ Cover Plank) A18 350 0 2500
19 Deck slab A19 2150 290
20 Length of Girder ( in metre) 17.55
2000
21 Thickness of Cover plank ( mm ) 0
RESULTS :
SI NO DESCRIPTION UNIT PRECAST TOTAL
1500
1 Weight of Girder tons 31.502 58.858
2 Area of Girder m2 0.7180 1.3415
3 C.G. -- Ybottom m 0.8916 1.3022
1000
4 C.G. -- Ytop (Girder) m 0.7384 0.3278
5 C.G. -- Ytop (Deck) m 0.6178 GIVEN CROSS SECTION
6 Moment of Inertia : IXX m4 0.1935 0.4583 500
7 Section Modulus :Zbottom m3 0.2170 0.3519
8 Section Modulus :Ztop (Girder) m3 0.2620 1.3980
9 Section Modulus :Ztop (Deck) m3 0.7418 0
C:\SMAGESH\selfweight-gantry.anl C:\SMAGESH\eg-swgirder.anl

Mem-Start MOMENT-min SHEAR-MAX Mem-Start MOMENT-min SHEAR-MAX

2 0.0 61.3 2 -0.3 18.3

4 51.4 61.3 4 13.9 15.5
5 93.7 56.0 5 25.8 12.8
6 129.1 50.6 6 35.6 10.8
7 161.7 45.3 7 43.9 9.2
8 185.3 39.9 8 51.0 7.7
9 204.4 34.5 9 56.8 6.2
10 214.6 34.5 10 61.4 4.6
11 215.7 29.2 11 64.6 3.1
12 216.1 23.8 12 66.5 1.5
13 207.4 19.6 13 67.2 0.0
14 216.7 23.0 14 66.5 1.5
15 217.1 28.4 15 64.6 3.1
16 213.2 33.7 16 61.4 4.6
17 203.7 39.1 17 56.8 6.2
18 185.3 39.1 18 51.0 7.7
19 162.4 44.5 19 43.9 9.2
20 130.5 49.8 20 35.6 10.8
21 92.4 55.2 21 25.8 12.8
22 50.7 60.5 22 13.9 15.5
301 0.0 3.2 301 0.0 39.8
302 2.7 3.3 302 33.3 34.8
303 5.5 3.2 303 59.0 30.9
304 8.2 3.1 304 82.0 27.6
305 10.7 2.8 305 98.2 24.8
306 13.1 2.4 306 111.8 23.5
307 15.1 1.9 307 121.1 22.9
308 16.7 1.4 308 126.9 21.6
309 17.9 0.9 309 132.6 20.5
310 18.6 0.3 310 135.0 19.2
311 18.9 0.3 311 135.4 18.4
312 18.6 0.9 312 134.5 19.7
313 17.9 1.4 313 132.5 21.4
314 16.7 1.9 314 127.8 22.8
315 15.1 2.4 315 120.3 24.2
316 13.1 2.8 316 111.8 26.1
317 10.7 3.1 317 98.6 27.6
318 8.2 3.2 318 81.5 30.3
319 5.5 3.3 319 60.6 35.1
320 2.7 3.2 320 33.1 39.5
401 0.0 7.2 401 0.0 22.4
402 6.0 6.2 402 18.7 20.5
403 11.2 5.3 403 35.9 20.1
404 15.7 4.5 404 50.6 18.1
405 19.5 3.7 405 61.4 15.9
406 22.6 3.0 406 71.7 13.7
407 25.1 2.3 407 80.8 11.7
408 27.0 1.6 408 89.1 9.8
409 28.3 1.0 409 94.5 9.3
410 29.1 0.3 410 97.9 7.7
411 29.4 0.3 411 99.2 6.2
412 29.1 1.0 412 97.2 8.1
413 28.3 1.6 413 93.7 10.0
414 27.0 2.3 414 88.1 11.7
415 25.1 3.0 415 81.8 13.3
416 22.6 3.7 416 73.1 15.1
417 19.5 4.5 417 61.6 17.2
418 15.7 5.3 418 48.5 19.0
419 11.2 6.2 419 34.3 20.4
420 6.0 7.2 420 17.5 20.9
C:\SMAGESH\eg-composite slab.anl

Mem-Start MOMENT-min SHEAR-MAX

1.197802
2 -0.14 14.24 1.3
4 11.19 12.81
5 21.33 11.39
6 30.27 9.97
7 38.02 8.54
8 44.58 7.12
9 49.94 5.69
10 54.12 4.27
11 57.1 2.85
12 58.89 1.42
13 59.48 0
14 58.89 1.42
15 57.1 2.85
16 54.12 4.27
17 49.94 5.7
18 44.58 7.12
19 38.02 8.54
20 30.27 9.97
21 21.33 11.39
22 11.19 12.81
301
302
303
304
305
306
307
308
309
310
311
312
313
314
315
316
317
318
319
320
401
402
403
404
405
406
407
408
409
410
411
412
413
414
415
416
417
418
419
420
 Effect of Differential Shrinkage

Force due to differential shrinkage is calculated from IRC:22 - 1966

F = 0.4 Ec A ( r s xs - rg xg )

acting at the centre of gravity of Deck slab.

Thickness of Deck slab = 290 mm.

Overall width of deck slab = 6.25 m.

No. of Girders = 3

C/C of the Girders = 2.15 m

For differential shrinkage , width per girder = 2.0833 m.

2083

290
900 150

100
293

1630

930

158

150
350
300

450

The differential strain = Residual shrinkage strain in deck slab - Residual shrikage strain in girder

Modulus of elasticity of slab concrete for M 45 = 5.0E+03 x 45 = 33541 N/mm2.

Area of Deck slab = 2083 x 290 = 604167 mm2.

Top width of girder = 900 mm.

Exposed perimeter of Deck slab = 2083 +( 2083 - 900 )+ 0 = 3267 mm.

50% of exposed perimeter = 3267 = 1633 mm

2
Fictitious thickness = dm = 604167 = 370 mm
1633
From Table 3 of IRC : 22 - 1966

dm (cm) µs µs for dm = 370 mm

20 0.675 = 0.675 - ( 0.675 - 0.525 )x 16.99

37 X 30 - 20

30 0.525 = 0.420

% of longitudinal steel in deck slab = fs

Main steel in Deck slab will be about 1.25% to 1.4% and generally distribution steel will be about 30%

of main steel.
. .. f s = 0.4 %

Calculation of xs
xs = yas b ( 1 - 0.1 fs )
Where, y = 6.00E-04 for relative humidity within 30%
 µs = 0.420 b = 1 fs = 0.4
xs = 6.00E-04 x 0.420 x 1 ( 1 - 0.1 x 0.4 )

= 2.42E-04

Calculation of xg

Beam area = 7.18E+05 mm2

Exposed Perimeter of Beam

= 450 + 2 ( 930 + 293 + 150 + 158 + 300 )

= 4111 mm
50% of exposed perimeter = 4111 = 2056 mm
2
Fictitious thickness = 718000 = 349 mm
2056
From Table 3 of IRC : 22 - 1966

dm (cm) µs µs for dm = 34.93 cm.

20 0.675

34.93 X

30 0.525 = 0.525

% of longitudinal steel in beam = fg = 0.18 %

xg = yag b ( 1 - 0.1 fg )
Where, y = 6.00E-04 for relative humidity within 30%
µg = 0.525
b = 1
fg = 0.18
xg = 6.00E-04 x 0.525 x 1 ( 1 - 0.1 x 0.18 )

= 3.09E-04

F = 0.4 Ec A ( r s xs - rg x g )
rs = 1.0 ( As per cl. 608.1 of IRC : 22 - 1966 )
rg = 0.53 ( As per Table 1 of IRC : 22 - 1966 )
r g xg = 0.53 X 3.09E-04 = 1.64E-04
rs xs - r g xg = 2.42E-04 - 1.64E-04 = 7.81E-05

. .. F = 0.4 x 604167 x 33541.0 x 7.81E-05 = 632761 N

= 633 kN

This force will act at a distance of 145 mm. above top of Girder.( i.e at centre of Deck slab )

causing tension at bottom of Girder & compression at top of composite section.

FORCE ' F ' = 633 kN

Lever arm = 0.47m
Moment = 299.1861376 kNm
t= 200
j= 0.889
do = 1.92
de = 1.864
At = 902.74Sqmm
Stress Calculations

Outer Girder-Left Central Girder Outer Girder-Right

Depth (m) 1.870 1.870 1.870

Area of comp. girder (m2) 1.210 1.234 1.210

Flange Area (m )
2
0.492 0.516 0.492

Yt (m) 0.629 0.619 0.629

Yb (m) 1.241 1.251 1.241

Icg (m4) 0.411 0.417 0.411

Zts (m3) 0.653 0.673 0.653

Zbs (m )
3
1.055 1.099 1.055
Zbg (m3) 0.331 0.334 0.331
Force (kN) -633 -633 -633
Eigen Moment (kN-m) -306 -306 -306
Secondary Moment (kN-m)
Moment kNm -306 -306 -306
Stress due to resisting force
Top (N/mm2) of Slab -1.286 -1.226 -1.286
Bottom (N/mm2) of Slab -1.286 -1.226 -1.286
Stress due to equivalent force
Top (N/mm2) of Slab 0.523 0.513 0.523
Bottom (N/mm2) of Slab 0.523 0.513 0.523
Top (N/mm2) of Girder 0.523 0.513 0.523
Bottom (N/mm2) of girder 0.523 0.513 0.523
Stress due to Eigen Moment
Top (N/mm2) of Slab 0.469 0.455 0.469
Bottom (N/mm2) of Slab 0.290 0.279 0.290
Top (N/mm2) of Girder 0.290 0.279 0.290
Bottom (N/mm2) of girder -0.925 -0.919 -0.925
Secondary Moment (kN-m)
Top (N/mm2) of Slab 0.000 0.000 0.000
Bottom (N/mm2) of Slab 0.000 0.000 0.000
Top (N/mm2) of Girder 0.000 0.000 0.000
Bottom (N/mm2) of girder 0.000 0.000 0.000
Combined stress
Top (N/mm2) of Slab -0.294 -0.258 -0.294
Bottom (N/mm2) of Slab -0.473 -0.435 -0.473
Top (N/mm2) of Girder 0.813 0.792 0.813

Bottom (N/mm2) of girder -0.402 -0.406 -0.402

Stress Calculations for Temperature Rise (Temperature Analysis as per IRC:6-2000)

h= 1870 mm h2 = 250 mm
h1 = 150 mm h3 = 150 mm

Thermal Expansion of concrete = 1.17E-05 / oc Young's Modulus = 33541

Stress due Total force CG of Moment of

Dist. Of fiber from Temperature at Width of temp. between Force from force about
Fiber No the top fiber fiber resistance Force fibers top of Slab Top of Slab
units o
c m Mpa MN/m MN m MN-m

1 0 17.5 2.083 6.868 14.307 0 0.000 0.000

2 0.15 4.0 2.083 1.570 3.270 1.318 0.059 0.078

3 0.25 2.4 2.083 0.942 1.962 0.262 0.196 0.051

4 0.25 2.4 0.900 0.942 0.848 0.000 0.250 0.000

5 0.4 0 0.900 0.000 0.000 0.064 0.300 0.019

6 0.6 0 0.350 0.000 0.000 0.000 0.533 0.000

7 0.7 0 0.350 0.000 0.000 0.000 0.650 0.000

8 1.72 0 0.450 0.000 0.000 0.000 1.231 0.000

9 1.72 0 0.450 0.000 0.000 0.000 1.720 0.000

10 1.87 2.1 0.450 0.824 0.371 0.028 1.820 0.051

Cg of force from the top of the section = 0.119 m 0.199

Total force = 1.672 MN

CG of the section from top = 0.619 m

Moment due to temp. effect = 0.836 MN-m

Outer Girder- Central Outer Girder-

Distance Left Girder Right

Depth m 1.870 1.870 1.870

Area (m2) 1.210 1.234 1.210

Yt (m) 0.629 0.619 0.629

Yb (m) 1.241 1.251 1.241

Icg (m4) 0.411 0.417 0.411

Zt (m3) 0.653 0.673 0.653

Zbs (m )3
1.055 1.099 1.055

Ztg (m )3
1.055 1.099 1.055

Zb (m3) 0.331 0.334 0.331

Force (kN) 1672 1672 1672

Eigen Moment (kN-m) 836 836 836

Secondary Moment (kN-m) 0 0 0

Moment kNm 836 836 836

Stress (N/mm2) due to resisting force

 Outer Girder- Central Outer Girder-
Distance Left Girder Right

Top of Slab 6.868 6.868 6.868

Bottom of Slab 0.942 0.942 0.942

Top of Girder 0.942 0.942 0.942

Bottom of Girder 0.824 0.824 0.824

Stress (N/mm2) due to Equivalent Force

Top of Slab -1.381 -1.355 -1.381

Bottom of Slab -1.381 -1.355 -1.381

Top of Girder -1.381 -1.355 -1.381

Bottom of Girder -1.381 -1.355 -1.381

Stress (N/mm2)due to Eigen Moment

Top of Slab -1.280 -1.242 -1.280

Bottom of Slab -0.792 -0.761 -0.792

Top of Girder -0.792 -0.761 -0.792

Bottom of Girder 2.524 2.506 2.524

Stress (N/mm ) due to Secondary Moment

2

Top of slab 0.000 0.000 0.000

Bottom of Slab 0.000 0.000 0.000

Top of Girder 0.000 0.000 0.000

Bottom of Girder 0.000 0.000 0.000

Combined stress (N/mm2)

Top of Slab 4.206 4.271 4.206

Bottom of Slab -1.232 -1.173 -1.232

Top of Girder -1.232 -1.173 -1.232

Bottom of Girder 1.967 1.976 1.967

Stress Calculations for Temperature Fall (Temperature analysis as per IRC:6-2000)

h= 1870 mm h2 = 200 mm h4 = 250 mm

h1 = 250 mm h3 = 200 mm

Thermal Expansion for concrete = 1.17E-05 / oc Young's Modulus = 33541

CG of Moment
Stress due Total force Force of force
Dist. Of fiber from Temp. at Width of temp. between from top about Top
Fiber No the top fiber fiber resistance Force fibers of slab of Slab
units m o
c m Mpa MN/m MN m MN-m

1 0.000 -10.60 2.083 -4.160 -8.666 0 0.000 0.000

2 0.250 -0.70 2.083 -0.275 -0.572 -1.155 0.088 -0.102

3 0.250 -0.70 0.900 -0.275 -0.247 0.000 0.250 0.000

4 0.450 0.00 0.900 0.000 0.000 -0.025 0.317 -0.008

5 0.450 0.00 0.350 0.000 0.000 0.000 0.450 0.000

6 1.000 0.00 0.350 0.000 0.000 0.000 0.725 0.000

7 1.500 0.00 0.350 0.000 0.000 0.000 1.250 0.000

8 1.600 0.00 0.350 0.000 0.000 0.000 1.550 0.000

9 1.800 0.00 0.350 0.000 0.000 0.000 1.700 0.000

10 1.900 -0.40 0.450 -0.157 -0.071 -0.004 1.867 -0.007

11 2.000 -0.80 0.450 -0.314 -0.141 -0.035 1.956 -0.069

12 2.000 -0.800 0.450 -0.314 -0.141 0.000 2.000 0.000

13 1.870 -6.600 0.450 -2.590 -1.166 0.085 1.918 0.163

Cg of force from the top of the section = 0.0203 m -0.023

Total force = -1.134 MN

CG of the section from top = 0.6195 m

Moment due to temp. effect = -0.6792 MN-m

Outer Outer
Girder- Central Girder-
Distance Left Girder Right
Depth (m) 1.870 1.870 1.870
Area (m )
2
1.210 1.234 1.210
Yt (m) 0.629 0.619 0.629
Yb (m) 1.241 1.251 1.241
Icg (m )
4
0.411 0.417 0.411
Zt (m )
3
0.653 0.673 0.653
Zbs (m )
3
1.055 1.099 1.055
Ztg (m )
3
1.055 1.099 1.055
Zb (m )
3
0.331 0.334 0.331
Force (kN) -1134 -1134 -1134
Eigen Moment (kN-m) -679 -679 -679
 Outer Outer
Girder- Central Girder-
Distance Left Girder Right
Secondary Moment (kN-m)
Moment kNm -679 -679 -679
Stress due to resisting force (N/mm )
2

Top of slab -4.160 -4.160 -4.160

Bottom of Slab -0.275 -0.275 -0.275
Top of Girder -0.275 -0.275 -0.275
Bottom of Girder -2.590 -2.590 -2.590
Stress due to equivalent force (N/mm2)
Top of slab 0.937 0.919 0.937
Bottom of Slab 0.937 0.919 0.937
Top of Girder 0.937 0.919 0.937
Bottom of Girder 0.937 0.919 0.937
Stress due to Eigen Moment (N/mm ) 2

Top of slab 1.040 1.009 1.040

Bottom of Slab 0.644 0.618 0.644
Top of Girder 0.644 0.618 0.644
Bottom of Girder -2.050 -2.036 -2.050
Stress (N/mm ) due to Secondary Moment
2

Top of slab 0.000 0.000 0.000

Bottom of Slab 0.000 0.000 0.000
Top of Girder 0.000 0.000 0.000
Bottom of Girder 0.000 0.000 0.000
Combined Stress (N/mm ) 2

Top of Slab -2.183 -2.233 -2.183

Bottom of Slab 1.306 1.262 1.306
Top of Girder 1.306 1.262 1.306
Bottom of Girder -3.703 -3.707 -3.703