DESIGN REPORT

7.5

PROJECT:-

DEVELOPMENT OF EXISTING 2 LANE NH-1 FROM KM 8.660

TO KM 33.775 (SUMBAL TO WAYUL) TO 4
LANE DUAL CARRIAGEWAY NH STANDARD AS PART OF
SRINAGAR RING ROAD PHASE – II [DESIGN
41+907 TO CH. 66+609] ON ENGINEERING, PROCUREMENT
AND CONSTRUCTION (EPC) MODE UNDER
BHARATMALA PARIYOJNA PHASE - I IN THE UNION
TERRITORY OF JAMMU AND KASHMIR.

DESIGN CALCULATION : SUPER-STRUCTURE

PSC MAIN GIRDER (MIDDLE DECK)
(SPAN 28.071m Effective)

CONTRACTOR:- RAJINDER INFRASTRUCTURE PRIVATE LIMITED - SATISH

AGARWAL & CO. (JV)

SUBMITTED BY:- TECH PECIFIC STRUCTURAL CONSULTANT

PLOT NO-40 SECTOR 82 ,JLPL,MOHALI
M.=8968012763
email id:-techpecific@gmail.com
 CONTENT PAGE. NO.

1.0 DESIGN INPUT 0 - 1

2.0 LOAD CALCULATIONS 2 - 9

3.0 EFFECTIVE WIDTH CALCULATION : (As per Clause 7.6.1.2, Pg 56 of IRC:112-2011) 10 - 11

4.0 CABLE DETAILS 12 - 14

5.0 Basic Design data for stress check 15 - 18

6.0 SUMMARY OF FORCE 19 - 20

7.0 STRESS CHECK 1.1 21 - 28

8.0 STRESS CHECK 0.9 29 - 37

9.0 STRESS CHECK 1.0 38 - 46

10.0 MOR AND VUR 47 - 49

11.0 TEMP. RISE 50 - 53

12.0 TEMP FALL 54 - 56

13.0 Provision of Untensioned Reinforcement in Beams 57 - 57

14.0 Design of Shear Connectors 58 - 60

15.0 Design of Lifting Hook 61 - 61

16.0 DESIGN OF ECG 62 - 65

17.0 ICG 66 - 69

18.0ACTIVITY 70 - 70

19.0STRESS SUMMARY 71 - 73

20.0 MATERIALPROPERTIES 74 - 76
PSC MAIN GIRDER
 1.0 DESIGN INPUT

S.No. Description Unit

1 Effective span Leff m 28.070
2 Girder length m 28.930
3 Spacing of main girder c/c Spmg m 3.859
4 No of Intermediate Cross Girder 2.0
5 Spacing of cross girder c/c Spcg m 9.357
6 Deck width m 11.000
7 Width of Crash Barrier m 0.500
8 Thk of deck slab Df m 0.240
9 Length of cantilever Lcan m 1.954
10 No of main girder Nomg m 3.000
11 Depth of main girder(INCLUDING SLAB) Dmg m 2.240
12 Web thk of main girder ( at center ) bwmc m 0.200
13 Web thk of main girder ( at support ) bwms m 0.300
14 Width of Top flange m 0.800
15 Thickness of top flange m 0.100
16 Top haunch Thw x Thh m 0.300 x 0.050
17 Bottom haunch Bhw x Bhh m 0.300 x 0.185
18 Bottom bulb Bbw x Bbh m 0.800 x 0.240
19 Depth of Int. cross girder m 2.000
20 Depth of End. cross girder m 2.000
21 Deck slab continuity provided No
22 Web thk of Intermediate cross girder bwcg m 0.250
23 Web thk of End cross girder m 0.380
24 Grade of concrete for PSC Girder Mpa 55
25 Grade of Reinforcement Sgrade Mpa 500
26 Unit weight of Reinforced Concrete t/m3 2.5
27 Cover to reinforcement (Foundation) mm 75
28 Cover to reinforcement (All other) mm 40
29 Type of wearing coat Bituminous
30 Thickness of wearing coat mm 65
31 factor for different grade ( n ) 1.22
32 Prestressing of Girder Stage -1 on Ground = days 14

34 Casting of X-girders = days 14

34 Casting of Deck Slab = days 21
35 Casting of SIDL = days 50
36 (as per clause 7.9.5 of IRC-112) ginf 1.0 0.9
37 (as per clause 7.9.5 of IRC-112) g 1.0
38 (as per clause 7.9.5 of IRC-112) gsup 1.0 1.1
39 No of Sections to be checked 5

Page 1
 2.0 LOAD CALCULATIONS

GENERAL ITEMS
CRASH BARRIER

Density = 25 kN/cum
Area part 1= 0.15 sqm 0.175

Area part 2= 0.1225 sqm

Area part 3= 0.02813 sqm
Area part 4= 0.025 sqm 1.00 0.45
Area part 5= 0.0225 sqm 0.7 2 5

Total Area = 0.3481 sqm 0.25

4 3
Wt. per m run = 8.703 kN/m
1
Service Load = 0.5 kN/m 0.3

Total Load on Crash

Barrier= 9.203 kN/m
0.1 0.225

0.175
0.5

FOOT PATH

Density = 25 kN/cum
Average Thickness = 0.000 m

Weight per = 0 kN/sqm 0 0

1.1

SELF WEIGHT OF DECK SLAB

Density Green Slab = 26 kN/cum
Density Slab = 25 kN/cum
Thickness of Deck Slab = 0.24 m
Self wt. of Deck Slab [green] = 6.24 kN/sqm Dry = 6 kN/sqm

WEARING COAT

Thickness of Wearing Coat = 0.05 m (.065*1.75/1.35=0.085)

Self Wt. of Wearing Coat= 1.2 kNg/sqm

MEDIAN

Density = 25.00 kN/cum

Total Area = 0.00 sqm 0

Total Wt. per SQM = 0.00 kN/m2

0.0
Total Load of Madian per MTR. 0.00 kN/m

LOAD CASES

LOADS ON ONE METER WIDE STRIP OF SLAB

Page 2
 2.0 LOAD CALCULATIONS

DEAD LOAD

6.24 Green Slab kN/sqm

6.00 Slab kN/sqm

Self Weight of Deck Slab

2) General Items :-
1.CRASH BARRIER 9.203 kN/m 18.4 kN/sqm
2.WEARING COAT= 1.2 kN/sqm
3.D.L OF FOOT PATH= 0.00 kN/sqm
4.L.L ON FOOTPATH= 5 kN/sqm
5.D.L OF MADIAN= 0.00 kN/m 0.00 kN/sqm
3
1
2

10 0.0

1.954 3.859 3.859

11

DECK SLAB DATA

C/C Span of Bearing = 28.07 M

dwc =Thickness of wearing coat = 50 mm

D= overall depth of slab = 240 mm

SECTION PROPERTIES MAIN BEAMS/GIRDER B1,B2

SECTION PROPERTIES OF MAIN GIRDER AT MID OF I-GIRDER Y

0.800
0.200
T 0.300 0.300 T
1 0.100

0.050
3
0.83
2.00 1.00 1.66

Z Z

1.425
Perimeter of Girde 6.443
4 sqm
0.185 Perimeter of bulb =1.65

0.24

0.300 0.300
0.8

Y
(GIRDER SIZE FOR LOAD CALCULATIONS ONLY)

Element Area Ixx m^4 Iyy M^4 C.G C.G M.O.I of Area
M.O.I of Area ITT IYY Ay

Page 3
 2.0 LOAD CALCULATIONS

DistanceDistance(m)about T-Tabout Y-Y m^4 m^4 m^3

sqm local local from T-T mfrom Y-Y m^4 m^4 (2+6) (3+7)
1 2 3 4 5 6 7 8 9 10
1 0.0800 0.0001 0.0043 0.0500 0.0000 0.0002 0.0000 0.0003 0.0043 0.0040
2 0.3320 0.0762 0.0011 0.9300 0.0000 0.2871 0.0000 0.3634 0.0011 0.3088
3 0.0150 0.0000 0.0000 0.1167 0.1990 0.0002 0.0006 0.0002 0.0006 0.0018
4 0.0555 0.0000 0.0000 1.6983 0.1990 0.1601 0.0022 0.1601 0.0022 0.0943
5 0.1920 0.0009 0.0102 1.8800 0.0000 0.6786 0.0000 0.6795 0.0102 0.3610
∑= 0.6745 1.1262 1.2035 0.0184 0.7697

Wt.of Beam Per m Length= 16.863 kN/m

Distance of C.G of Area from T_T y1 = ΣAy/ΣA = 1.14 m y2=D-y1 0.859 m
Izz= ITT-ΣA.y1^2= 0.325 m^4 Iyy = 0.0184 m^4

SECTION PROPERTIES OF MAIN GIRDER AT END/SUPPORT

0.800

A 0.25 Y 0.25 A

2
0.10 0.10
0.042 0.042
3 3
1.00

2.000
1

Perimeter of girder = U 4.6 sqm

4
0.3243

5 0.24

0.25 0.3 0.25

Overall Depth of Beam = 2.000 m Y
Bottom and Top Flange Width = 0.3 m

Element Area Ixx m^4 Iyy M^4 C.G C.G MOI of Area
MOI of area IAA IYY Ay
Distance(m)
Distance(m)
about A-Aabout Y-Y m^4 m^4 m^3
sqm local local from A-A from Y-Y m^4 m^4 (2+6) (3+7) (1x4)
1 2 3 4 5 6 7 8 9 10
1 0.60000 0.20000 0.00450 1.00000 ### ### ### ### ### 0.6000
2 0.05000 0.00002 0.00013 0.05000 ### ### ### ### ### 0.0025
3 0.01042 0.00000 0.00000 0.11389 ### ### ### ### ### 0.0012
4 0.0811 0.0000 0.0000 1.0141 0.2581 0.0834 0.0054 0.0834 0.0054 0.0822
5 0.1200 0.0006 0.0006 1.8800 0.0000 0.4241 0.0000 0.4247 0.0006 0.2256
∑= 0.86150 1.30836 0.02500 0.91151

Wt. of Beam per m Length= 21.5 kN/m

Extra Weight than I-Section = 4.7 kN/m
Distance of C.G of Area from A_A (y1) = ΣAy/ΣA = 1.06 m y2=D-y1 0.942 m
Izz= IAA-ΣA.y1^2= 0.344 m^4 Iyy= 0.02500 m^4

SECTION PROPERTIES OF MAIN GIRDER AT MID SECTION INCLUDING SLAB

Mix for Deck slab "fck" = 45.00

Mix for Girder "fck" = 55.00
Ratio fck Girder /fck slab = rck = 1.22
lo = 28.07 m
C/C Distance Between Beams = 3.86 m

Page 4
 2.0 LOAD CALCULATIONS

Minimum of Take B= 3.86

Eqv. Be = B/rck = 3.16 m

B= 3.16
0.8
0.2
A 0.300 0.3000 A
0.24
6

0.10
1

0.050
3
2.240 0.83
2.000 1.00 1.66
2

4
tf 0.185

5
0.24
0.300 0.300
0.80

Overall Depth of Beam = 2.24 m

Bottom and Top Flange width = 0.80 m
Thickness of Bottom Flange = 0.24 m
Thickness of Web = 0.20 m

Element Area Ixx m^4 C.G Ay M.O.I of IAA

Distance area about m^4
sqm local from A-A =1x3 A-A m^4 (2+4)
1 2 m ,3 4 5 6
1 0.080 0.000 0.290 0.023 0.007 0.007
2 0.332 0.076 1.170 0.388 0.454 0.531
3 0.015 0.000 0.357 0.005 0.002 0.002
4 0.056 0.000 1.938 0.108 0.209 0.209
5 0.192 0.001 2.120 0.407 0.863 0.864
6 0.758 0.004 0.120 0.091 0.011 0.015
∑= 1.432 1.023 1.626

Distance of C.G of Area from Top y1 = ΣAy/ΣA = 0.71 m

y2= 1.53 m
Izz= ΣIAA-ΣA.y1^2= 0.896 m^4
Ixx=Iyy 0.648 m^4

Page 5
 2.0 LOAD CALCULATIONS

SECTION PROPERTIES OF MAIN GIRDER AT SUPPORT I-GIRDER INCLUDING SLAB

B= 3.16

6 0.24
2

2
0.10
0.042
3

0.25 1.00

2.240 2.000

0.30

CG (y) Ay MOI of IAA

Element Area Ixx m^4
Distance(m) area about m^4
sqm local from A-A =1x3 A-A m^4 (2+5)
1 2 3 4 5 6
1 0.600 0.200 1.240 0.744 0.923 1.123
2 0.050 0.000 0.290 0.014 0.004 0.004
3 0.010 0.000 0.354 0.004 0.001 0.001
4 0.081 0.000 1.254 0.102 0.128 0.128
5 0.120 0.001 2.120 0.254 0.539 0.540
6 0.758 0.004 0.120 0.091 0.011 0.015
Total= 1.619 1.209 1.810

Distance of C.G of area from Top y1 = ΣAy/ΣA = 0.75 m

y2= 1.493 m
Izz= ΣIAA-ΣA.y1^2= 0.907 m^4
Ixx=Iyy 0.655 m^4

Average Area of Transition S 1.526 sqm

Average Izz of Transition Section
0.902
= m^4
Average Ixx-Iyy of Transition Section
0.651 =m^4

Page 6
 2.0 LOAD CALCULATIONS

END CROSS GIRDER/BEAM B2

1.76
1
2.00

0.38

Page 7
 2.0 LOAD CALCULATIONS

CG CG MOI of Area
MOI of area IXX IYY
Area Ixx m^4Iyy M^4
Distance(m)
Distance(m)
about X-Xabout Y-Y m^4 m^4
sqm local local from X-X from Y-Y m^4 m^4 (2+6) (3+7)
1 2 3 4 5 6 7 8 9
0.669 0.173 0.008 0.880 0.000 0.518 0.000 0.691 0.008
Total = 0.691 0.008

Wt. of beam per m length= 16.72 kN/m

INTERMEDIATE CROSS GIRDER/BEAM B3

0.25

1.76
1 2.00

Overall Depth of Beam = 1.76 m

Thickness of web =
Serialwise elements 1
C.G C.G M.O.I of Area
M.O.I of area IXX IYY
Area Ixx m^4Iyy M^4
Distance(m)
Distance(m)
about X-Xabout Y-Y m^4 m^4
sqm local local from X-X from Y-Y m^4 m^4 (2+6) (3+7)
1 2 3 4 5 6 7 8 9
0.440 0.114 0.005 0 0 0.000 0.000 0.114 0.005

Total = 0.1136 0.0046

Wt. of beam per m length= 11.00 kN/m

LOAD CASES DIAGRAM FOR VARIOUS LOADS

16.720 16.720
4.675 11.00
16.863

A B
1.30 2.20 2.20 1.30

0.430 0.43
28.070 m

Page 8
 2.0 LOAD CALCULATIONS

Section properties of precast girder

Description At mid span

Beam depth = 2.00 m 200 cm

Ap = 0.6745 m^2 6745 cm^2
I = 0.325 m^4 ### cm^4
yt = 1.14 m 114.1 cm
yb = 0.859 m 85.9 cm
Ztg = 0.285 m^3 284848 cm^3
Zb = 0.379 m^3 378501 cm^3

Section properties of precast girder

Description At supprt

Ap = 0.86150 m^2 8615 cm^2

I = 0.344 m^4 ### cm^4
yt = 1.06 m 105.8 cm
yb = 0.942 m 94.2 cm
Ztg = 0.325 m^3 325072 cm^3
Zb = 0.365 m^3 365138 cm^3

Section properties of T- Girder

Description At mid span

Beam Depth = 2.240 m 224 cm

Ap = 1.432 m^2 14323 cm^2
I = 0.896 m^4 ### cm^4
yts = 0.71 m 71.4 cm
yb = 1.53 m 152.6 cm
ytp = 0.47 m 47.39 cm
Zts = 1.26 m^3 1255458 cm^3
Ztg = 1.89 m^3 1891226 cm^3
Zbg = 0.59 m^3 587332 cm^3

Section properties of T- Girder

Description At support

Ap = 1.619 m^2 16193 cm^2

I = 0.907 m^4 ### cm^4
yts = 0.75 m 74.7 cm
yb = 1.493 m 149.3 cm
ytp = 0.51 m 50.68 cm
Zts = 1.215 m^3 1214688 cm^3
Ztg = 1.790 m^3 1789964 cm^3
Zbg = 0.607 m^3 607455 cm^3

Page 9
3.0 EFFECTIVE WIDTH CALCULATION : (As per Clause 7.6.1.2, Pg 56 of IRC:112-2011)

Effective Span lo = Min Distance from bearing to bearing

Clear distance b/w supports + Effetive depth

Bearing Size in Longitudinal dir.n = 0.500 m

lo = Min 28.07
27.57 + 1.904 */ (Effective depth assumed 0.85
times of Overall depth)
lo = 28.07 m

bef
bef1 bef2

1.854 bw = 0.200 2.240

b1,2= 1.8295

3.8835 b= 3.859

1.954 3.859

beff. CALCULATION FOR INNER GIRDER :

b1,2 = 1.8295

beff1,2 = Min 0.2 bi + 0.1 lo = 3.17 m

0.2 lo = 5.61 m

beff1,2 = 3.1729 m

beff = Min å beff,i + bw = 6.55 m

b = 3.86 m

beff = 3.86 m

beff. CALCULATION FOR OUTER GIRDER :

b1 = 1.854 m b2 = 1.83 m

beff1 = Min 0.2 bi + 0.1 lo = 3.18 m

0.2 lo = 5.61 m

beff1 = 3.1778 m

Page 10
3.0 EFFECTIVE WIDTH CALCULATION : (As per Clause 7.6.1.2, Pg 56 of IRC:112-2011)

beff2 = Min 0.2 bi + 0.1 lo = 3.17 m

0.2 lo = 5.61 m

beff2 = 3.1729 m

beff = Min å beff,i + bw = 6.55 m

b = 3.88 m

beff = 3.8835 m

Page 11
Stress Summary
A) With (gp=1.1)
Item Unit 1 2 3 4 5
Support End Varying L/8 L/4 L/2
Section m 0.000 3.070 3.509 7.018 14.035

Stress after 1st stage of prestressing after Eloss

Top t/m2 -173.2 -114.2 -136.7 -163.8 -108.5

Bottom t/m2 746.6 1544.5 1481.4 1997.5 2287.6

Stress at 21st day before 2nd stage of stressing

Top t/m2 -154.1 -84.8 -103.3 -112.0 -47.8

Bottom t/m2 684.4 1409.9 1352.0 1817.1 2075.6

Stress after Stressing GR2 Cables

Top t/m2 Err:509 Err:509 Err:509 Err:509 Err:509

Bottom t/m2 Err:509 Err:509 Err:509 Err:509 Err:509

Stress at 28th day before casting of deck slab

Top t/m2 -151.1 -80.6 -98.0 -104.0 -38.6

Bottom t/m2 675.5 1392.2 1332.7 1790.1 2044.2

Stress after casting of deck slab

Top t/m2 -39.2 348.2 394.4 754.9 1106.8

Bottom t/m2 575.9 1069.5 962.1 1143.7 1182.2

Stress at 45th day after shifting of bearing

Top of Deck t/m2 -2.1 -8.9 -10.2 -18.5 -25.0

Top of Girder t/m2 -41.2 341.7 386.9 742.0 1089.6
Bottom of Girder t/m2 574.5 1082.2 977.8 1176.9 1229.4

Stress at 56th day before laying SIDL

Top of Deck t/m2 -0.2 -8.3 -9.6 -17.8 -24.3

Top of Girder t/m2 -40.1 341.6 386.9 742.0 1089.6
Bottom of Girder t/m2 569.8 1077.1 972.5 1171.6 1224.0

Stress during Service at Infinity

Top of Deck t/m2 7.2 4.6 5.5 8.5 12.5

Top of Girder t/m2 -34.5 349.9 396.4 758.8 1113.2

Page 12
Bottom of Girder t/m2 559.2 1046.6 935.5 1108.7 1137.8

Check forn Rare Combination

Stress at Service with Live Load

Top of Deck t/m2 69.3 119.3 135.8 235.2 388.8

Top of Girder t/m2 12.7 426.0 482.9 909.3 1363.1
Bottom of Girder t/m2 482.9 801.3 656.8 624.3 333.3

Stress after Differential Shrinkage & Creep (at service condition without Live Loa

Top of Deck t/m2 84.4 102.9 119.5 218.8 372.5

Top of Girder t/m2 119.6 537.8 594.8 1021.1 1474.9
Bottom of Girder t/m2 437.2 766.7 622.3 589.8 298.7

Page 13
Stress after Differential Shrinkage & Creep (at service condition with Live Load)

Top of Deck t/m2 22.3 -11.8 -10.9 -7.8 -3.9

Top of Girder t/m2 72.3 461.7 508.2 870.6 1225.0
Bottom of Girder t/m2 513.5 1012.0 900.9 1074.2 1103.2

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 360.6 381.6 398.1 497.4 651.1

Top of Girder t/m2 50.5 464.4 521.4 947.7 1401.5
Bottom of Girder t/m2 588.4 857.4 712.9 680.4 389.4

Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 529.2 538.6 551.2 626.5 742.7

Top of Girder t/m2 -7.4 396.5 450.8 861.1 1290.1
Bottom of Girder t/m2 708.3 979.1 843.1 862.0 650.9

Stress after Differential Shrinkage & Creep with Tempr. Rise as Leading load & w

Top of Deck t/m2 482.7 452.6 453.5 456.5 460.5

Top of Girder t/m2 -42.8 339.3 385.9 748.3 1102.7
Bottom of Girder t/m2 765.5 1163.1 1052.0 1225.3 1254.3

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 -50.4 -30.5 -14.0 85.3 239.0

Top of Girder t/m2 201.6 625.8 682.8 1109.1 1562.9
Bottom of Girder t/m2 262.5 622.0 477.6 445.1 154.0

Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 -155.9 -148.2 -135.6 -60.3 55.9

Top of Girder t/m2 244.4 665.5 719.8 1130.1 1559.1
Bottom of Girder t/m2 165.2 586.8 450.8 469.7 258.7

Stress after Differential Shrinkage & Creep with Tempr. Fall as Leading load & w

Top of Deck t/m2 -202.4 -234.3 -233.4 -230.3 -226.4

Top of Girder t/m2 209.0 608.3 654.9 1017.3 1371.7
Bottom of Girder t/m2 222.4 770.8 659.8 833.0 862.0

Check for Frequent Cobination

Stress at Service with Live Load

Top of Deck t/m2 53.7 90.6 103.3 178.5 294.8

Top of Girder t/m2 0.9 407.0 461.3 871.6 1300.6

Page 14
Bottom of Girder t/m2 502.0 862.6 726.5 745.4 534.4

Stress after Differential Shrinkage & Creep (at service condition with Live Load)

Top of Deck t/m2 68.9 74.2 86.9 162.1 278.4

Top of Girder t/m2 107.8 518.8 573.1 983.5 1412.4
Bottom of Girder t/m2 456.3 828.0 691.9 710.9 499.8

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 299.0 306.4 319.1 394.3 510.6

Top of Girder t/m2 50.2 457.6 512.0 922.3 1351.2
Bottom of Girder t/m2 582.3 903.6 767.5 786.4 575.4

Page 15
Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 310.9 289.8 293.8 316.1 350.0

Top of Girder t/m2 12.7 403.5 452.1 827.3 1201.6
Bottom of Girder t/m2 649.4 1053.6 935.9 1067.9 1033.0

Stress after Differential Shrinkage & Creep with Tempr. Rise as Leading load & w

Top of Deck t/m2 298.5 266.8 267.7 270.8 274.7

Top of Girder t/m2 3.2 388.3 434.8 797.2 1151.6
Bottom of Girder t/m2 664.7 1102.6 991.6 1164.8 1193.9

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 -43.5 -37.0 -24.4 50.9 167.1

Top of Girder t/m2 176.1 592.1 646.5 1056.8 1485.7
Bottom of Girder t/m2 310.7 707.4 571.3 590.3 379.2

Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 -100.1 -122.3 -118.3 -96.0 -62.1

Top of Girder t/m2 163.8 564.9 613.5 988.7 1363.0
Bottom of Girder t/m2 323.6 818.2 700.5 832.6 797.6

Stress after Differential Shrinkage & Creep with Tempr. Fall as Leading load & w

Top of Deck t/m2 -112.5 -145.3 -144.4 -141.3 -137.4

Top of Girder t/m2 154.3 549.7 596.2 958.6 1313.0
Bottom of Girder t/m2 338.8 867.3 756.2 929.4 958.5

B) With (gp=0.9)

Item Unit 1 2 3 4 5
Support End Varying L/4 3L/8 L/2
Section m 0.000 3.070 3.509 7.018 14.035

Stress after 1st stage of prestressing after Eloss

Top t/m2 -127.7 -44.8 -56.3 -39.1 37.7

Bottom t/m2 598.4 1227.0 1170.2 1562.8 1776.5

Stress at 21st day before 2nd stage of stressing

Top t/m2 -112.2 -20.8 -29.3 2.8 86.7

Bottom t/m2 548.0 1117.6 1065.5 1416.9 1604.9

Stress after Stressing GR2 Cables

Page 16
Top t/m2 Err:509 Err:509 Err:509 Err:509 Err:509
Bottom t/m2 Err:509 Err:509 Err:509 Err:509 Err:509

Stress at 28th day before casting of deck slab

Top t/m2 -109.8 -17.3 -24.9 9.5 94.3

Bottom t/m2 540.7 1103.1 1049.7 1394.8 1579.3

Stress after casting of deck slab

Top t/m2 2.2 411.5 467.5 868.4 1239.8

Bottom t/m2 441.1 780.4 679.2 748.4 717.3

Page 17
Stress at 45th day after shifting of bearing

Top of Deck t/m2 -2.6 -9.1 -10.4 -18.7 -25.2

Top of Girder t/m2 -0.2 404.9 460.0 855.5 1222.5
Bottom of Girder t/m2 441.1 794.7 696.4 783.2 766.0

Stress at 56th day before laying SIDL

Top of Deck t/m2 -1.1 -8.6 -9.9 -18.1 -24.6

Top of Girder t/m2 0.8 404.9 460.0 855.5 1222.5
Bottom of Girder t/m2 437.3 790.5 692.1 778.9 761.7

Stress during Service at Infinity

Top of Deck t/m2 6.2 4.2 5.1 8.1 12.0

Top of Girder t/m2 6.2 413.1 469.5 872.3 1246.1
Bottom of Girder t/m2 427.0 760.4 655.8 717.0 676.6

Check forn Rare Combination

Stress at Service with Live Load

Top of Deck t/m2 68.2 119.0 135.4 234.7 388.4

Top of Girder t/m2 53.4 489.3 556.1 1022.7 1496.0
Bottom of Girder t/m2 350.7 515.1 377.1 232.6 -127.9

Stress after Differential Shrinkage & Creep (at service condition without Live Loa

Top of Deck t/m2 83.4 102.6 119.1 218.3 372.0

Top of Girder t/m2 160.3 601.1 667.9 1134.5 1607.8
Bottom of Girder t/m2 305.0 480.5 342.6 198.0 -162.5

Stress after Differential Shrinkage & Creep (at service condition with Live Load)

Top of Deck t/m2 21.3 -12.1 -11.3 -8.3 -4.4

Top of Girder t/m2 113.1 524.9 581.3 984.1 1357.9
Bottom of Girder t/m2 381.3 725.8 621.2 682.4 642.0

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 359.6 381.2 397.7 496.9 650.6

Top of Girder t/m2 91.2 527.7 594.5 1061.1 1534.4
Bottom of Girder t/m2 456.2 571.2 433.2 288.7 -71.8

Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 528.2 538.3 550.8 626.0 742.3

Top of Girder t/m2 33.4 459.7 523.9 974.6 1423.0

Page 18
Bottom of Girder t/m2 576.1 693.0 563.3 470.2 189.8

Stress after Differential Shrinkage & Creep with Tempr. Rise as Leading load & w

Top of Deck t/m2 481.7 452.2 453.1 456.1 460.0

Top of Girder t/m2 -2.1 402.6 459.0 861.7 1235.6
Bottom of Girder t/m2 633.3 876.9 772.3 833.5 793.1

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 -51.5 -30.9 -14.4 84.8 238.5

Top of Girder t/m2 242.3 689.1 755.9 1222.5 1695.8
Bottom of Girder t/m2 130.3 335.8 197.8 53.3 -307.2

Page 19
Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 -156.9 -148.5 -136.0 -60.8 55.4

Top of Girder t/m2 285.2 728.7 792.9 1243.6 1692.0
Bottom of Girder t/m2 32.9 300.7 171.0 77.9 -202.5

Stress after Differential Shrinkage & Creep with Tempr. Fall as Leading load & w

Top of Deck t/m2 -203.4 -234.6 -233.7 -230.7 -226.8

Top of Girder t/m2 249.7 671.6 728.0 1130.7 1504.6
Bottom of Girder t/m2 90.2 484.6 380.0 441.2 400.8

Check for Frequent Cobination

Stress at Service with Live Load

Top of Deck t/m2 52.7 90.3 102.9 178.1 294.3

Top of Girder t/m2 41.6 470.3 534.4 985.1 1433.5
Bottom of Girder t/m2 369.8 576.4 446.8 353.7 73.2

Stress after Differential Shrinkage & Creep (at service condition with Live Load)

Top of Deck t/m2 67.9 73.9 86.5 161.7 277.9

Top of Girder t/m2 148.5 582.1 646.2 1096.9 1545.3
Bottom of Girder t/m2 324.0 541.8 412.2 319.1 38.6

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 298.0 306.1 318.7 393.9 510.1

Top of Girder t/m2 90.9 520.9 585.1 1035.7 1484.1
Bottom of Girder t/m2 450.1 617.4 487.8 394.7 114.2

Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 309.9 289.4 293.4 315.7 349.5

Top of Girder t/m2 53.4 466.8 525.2 940.8 1334.5
Bottom of Girder t/m2 517.2 767.4 656.2 676.2 571.8

Stress after Differential Shrinkage & Creep with Tempr. Rise as Leading load & w

Top of Deck t/m2 297.5 266.5 267.3 270.3 274.2

Top of Girder t/m2 44.0 451.5 507.9 910.7 1284.5
Bottom of Girder t/m2 532.5 816.5 711.9 773.1 732.7

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 -44.5 -37.3 -24.8 50.4 166.7

Top of Girder t/m2 216.8 655.4 719.6 1170.2 1618.6

Page 20
Bottom of Girder t/m2 178.5 421.3 291.6 198.5 -81.9

Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 -101.1 -122.7 -118.7 -96.4 -62.6

Top of Girder t/m2 204.5 628.2 686.6 1102.2 1495.9
Bottom of Girder t/m2 191.3 532.0 420.8 440.8 336.4

Stress after Differential Shrinkage & Creep with Tempr. Fall as Leading load & w

Top of Deck t/m2 -113.5 -145.6 -144.8 -141.8 -137.9

Top of Girder t/m2 195.1 612.9 669.3 1072.1 1445.9
Bottom of Girder t/m2 206.6 581.1 476.5 537.7 497.3

Page 21
C) With (gp=1.0)

Item Unit 1 2 3 4 5
Support End Varying L/4 3L/8 L/2
Section m 0.000 3.070 3.509 7.018 14.035

Stress after 1st stage of prestressing after Eloss

Top t/m2 -150.4 39.5 -96.5 -101.4 -35.4

Bottom t/m2 672.5 793.6 1325.8 1780.2 2032.0

Stress at 21st day before 2nd stage of stressing

Top t/m2 -133.1 56.8 -66.3 -54.6 19.4

Bottom t/m2 616.2 718.2 1208.8 1617.0 1840.3

Stress after Stressing GR2 Cables

Top t/m2 Err:509 Err:509 Err:509 Err:509 Err:509

Bottom t/m2 Err:509 Err:509 Err:509 Err:509 Err:509

Stress at 28th day before casting of deck slab

Top t/m2 -130.5 59.6 -61.5 -47.3 27.8

Bottom t/m2 608.2 707.4 1191.3 1592.6 1811.9

Stress after casting of deck slab

Top t/m2 -18.5 488.4 430.9 811.6 1173.2

Bottom t/m2 508.5 384.7 820.8 946.2 949.9

Stress at 45th day after shifting of bearing

Top of Deck t/m2 -2.4 -9.0 -10.3 -18.6 -25.1

Top of Girder t/m2 -20.7 481.8 423.4 798.7 1156.0
Bottom of Girder t/m2 507.9 398.2 837.2 980.3 997.9

Stress at 56th day before laying SIDL

Top of Deck t/m2 -0.7 -8.4 -9.8 -18.0 -24.5

Top of Girder t/m2 -19.7 481.8 423.4 798.7 1156.0
Bottom of Girder t/m2 503.7 393.6 832.5 975.4 993.1

Stress during Service at Infinity

Top of Deck t/m2 6.6 4.4 5.3 8.3 12.2

Top of Girder t/m2 -14.2 490.1 432.9 815.5 1179.6

Page 22
Bottom of Girder t/m2 493.3 363.3 796.0 913.3 907.6

Stress at Service with Live Load

Stress at Service with Live Load

Top of Deck t/m2 68.7 119.2 135.6 234.9 388.6

Top of Girder t/m2 33.0 566.2 519.5 965.9 1429.5
Bottom of Girder t/m2 417.0 118.0 517.3 428.9 103.1

Stress after Differential Shrinkage & Creep (at service condition without Live Loa

Top of Deck t/m2 83.9 102.8 119.2 218.5 372.2

Top of Girder t/m2 139.9 678.0 631.3 1077.7 1541.3
Bottom of Girder t/m2 371.3 83.4 482.7 394.3 68.6

Page 23
Stress after Differential Shrinkage & Creep (at service condition with Live Load)

Top of Deck t/m2 21.8 -11.9 -11.1 -8.1 -4.2

Top of Girder t/m2 92.7 601.9 544.7 927.3 1291.4
Bottom of Girder t/m2 447.5 328.7 761.4 878.7 873.1

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 360.0 381.4 397.9 497.1 650.8

Top of Girder t/m2 70.8 604.6 557.9 1004.3 1467.9
Bottom of Girder t/m2 522.5 174.1 573.4 485.0 159.2

Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 528.7 538.5 551.0 626.2 742.5

Top of Girder t/m2 12.9 536.7 487.3 917.8 1356.5
Bottom of Girder t/m2 642.4 295.9 703.5 666.5 420.8

Stress after Differential Shrinkage & Creep with Tempr. Rise as Leading load & w

Top of Deck t/m2 482.1 452.4 453.3 456.3 460.2

Top of Girder t/m2 -22.5 479.5 422.4 805.0 1169.1
Bottom of Girder t/m2 699.6 479.8 912.5 1029.8 1024.2

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 -51.0 -30.7 -14.2 85.0 238.7

Top of Girder t/m2 221.9 766.0 719.3 1165.7 1629.3
Bottom of Girder t/m2 196.6 -61.3 338.0 249.6 -76.1

Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 -156.4 -148.3 -135.8 -60.6 55.6

Top of Girder t/m2 264.7 805.7 756.3 1186.8 1625.5
Bottom of Girder t/m2 99.2 -96.4 311.2 274.2 28.5

Stress after Differential Shrinkage & Creep with Tempr. Fall as Leading load & w

Top of Deck t/m2 -203.0 -234.4 -233.6 -230.5 -226.6

Top of Girder t/m2 229.3 748.5 691.4 1074.0 1438.1
Bottom of Girder t/m2 156.5 87.5 520.2 637.5 631.9

Stress at Service with Live Load

Stress at Service with Live Load

Top of Deck t/m2 53.2 90.5 103.0 178.2 294.5

Top of Girder t/m2 21.2 547.2 497.8 928.3 1367.0

Page 24
Bottom of Girder t/m2 436.1 179.3 587.0 550.0 304.3

Stress after Differential Shrinkage & Creep (at service condition with Live Load)

Top of Deck t/m2 68.3 74.1 86.6 161.9 278.1

Top of Girder t/m2 128.1 659.0 609.6 1040.1 1478.8
Bottom of Girder t/m2 390.3 144.8 552.4 515.4 269.7

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 298.5 306.3 318.8 394.0 510.3

Top of Girder t/m2 70.5 597.8 548.5 979.0 1417.6
Bottom of Girder t/m2 516.4 220.3 627.9 590.9 345.2

Page 25
Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 310.4 289.6 293.6 315.9 349.7

Top of Girder t/m2 33.0 543.7 488.6 884.0 1268.0
Bottom of Girder t/m2 583.5 370.3 796.3 872.5 802.8

Stress after Differential Shrinkage & Creep with Tempr. Rise as Leading load & w

Top of Deck t/m2 298.0 266.7 267.5 270.5 274.4

Top of Girder t/m2 23.6 528.5 471.3 853.9 1218.0
Bottom of Girder t/m2 598.8 419.4 852.1 969.4 963.7

Stress after Differential Shrinkage & Creep with Live load as Leading load+Temp

Top of Deck t/m2 -44.0 -37.1 -24.6 50.6 166.9

Top of Girder t/m2 196.4 732.3 683.0 1113.5 1552.1
Bottom of Girder t/m2 244.8 24.2 431.8 394.8 149.1

Stress after Differential Shrinkage & Creep with Live load as accompanying load+

Top of Deck t/m2 -100.6 -122.5 -118.5 -96.2 -62.4

Top of Girder t/m2 184.1 705.1 650.0 1045.4 1429.4
Bottom of Girder t/m2 257.6 135.0 560.9 637.1 567.5

Stress after Differential Shrinkage & Creep with Tempr. Fall as Leading load & w

Top of Deck t/m2 -113.1 -145.4 -144.6 -141.6 -137.6

Top of Girder t/m2 174.7 689.9 632.7 1015.3 1379.4
Bottom of Girder t/m2 272.9 184.0 616.7 734.0 728.4

Stress summary

Construction stage

Stage-1
Max. Stress in Girder =
Min. stress in Girder =

Stage-2
Min.stress in Deck =
Max. Stress in Girder =
Min. stress in Girder =

Rare Combination
Min.stress in Deck =
Max.stress in Deck =

Page 26
Max. Stress in Girder =
Min. stress in Girder =

Frequent Combination
Min.stress in Deck =
Max.stress in Deck =
Max. Stress in Girder =
Min. stress in Girder =

Page 27
 Permissible
stress
t/m2

> -225.41 OK
< 2333.08 OK

> -460.00 OK
< 2640.00 OK

> -460.0 Err:509

< 2640.0 Err:509

> -460.0 OK
< 2640.0 OK

> -460.0 OK
< 2640.0 OK

> -460.0 OK
> -460.0 OK
< 2640.0 OK

> -460.0 OK
> -460.0 OK
< 2640.0 OK

> -460.0 OK
> -460.0 OK

Page 28
 > -460.0 OK

Check forn Rare Combination

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep (at service condition without Live Load)

> -460.0 OK
> -460.0 OK
> -460.0 OK

Page 29
e & Creep (at service condition with Live Load)

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as Leading load+Tempr. Rise as accompanying load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as accompanying load+Tempr. Rise as Leading load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Tempr. Rise as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as Leading load+Tempr. fall as accompanying load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as accompanying load+Tempr. fall as Leading load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Tempr. Fall as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> -460.0 OK

Check for Frequent Cobination

> -460.0 OK
> -460.0 OK

Page 30
 > 0.0 OK

e & Creep (at service condition with Live Load)

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Live load as Leading load+Tempr. Rise as accompanying load

> -460.0 OK
> -460.0 OK
> 0.0 OK

Page 31
e & Creep with Live load as accompanying load+Tempr. Rise as Leading load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Tempr. Rise as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Live load as Leading load+Tempr. fall as accompanying load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Live load as accompanying load+Tempr. fall as Leading load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Tempr. Fall as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> 0.0 OK

Permissible
stress
t/m2

> -225.4 OK
< 2333.1 OK

> -460.0 OK
< 2640.0 OK

Page 32
> -460.0 Err:509
< 2640.0 Err:509

> -460.0 OK
< 2640.0 OK

> -460.0 OK
< 2640.0 OK

Page 33
 > -460.0 OK
> -460.0 OK
< 2640.0 OK

> -460.0 OK
> -460.0 OK
< 2640.0 OK

> -460.0 OK
> -460.0 OK
> -460.0 OK

Check forn Rare Combination

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep (at service condition without Live Load)

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep (at service condition with Live Load)

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as Leading load+Tempr. Rise as accompanying load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as accompanying load+Tempr. Rise as Leading load

> -460.0 OK
> -460.0 OK

Page 34
 > -460.0 OK

e & Creep with Tempr. Rise as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as Leading load+Tempr. fall as accompanying load

> -460.0 OK
> -460.0 OK
> -460.0 OK

Page 35
e & Creep with Live load as accompanying load+Tempr. fall as Leading load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Tempr. Fall as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> -460.0 OK

Check for Frequent Cobination

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep (at service condition with Live Load)

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Live load as Leading load+Tempr. Rise as accompanying load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Live load as accompanying load+Tempr. Rise as Leading load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Tempr. Rise as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Live load as Leading load+Tempr. fall as accompanying load

> -460.0 OK
> -460.0 OK

Page 36
 > 0.0 Check

e & Creep with Live load as accompanying load+Tempr. fall as Leading load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Tempr. Fall as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> 0.0 OK

Page 37
 Permissible
stress
t/m2

> -225.4 OK
< 2333.1 OK

> -460.0 OK
< 2640.0 OK

> -460.0 Err:509

< 2640.0 Err:509

> -460.0 OK
< 2640.0 OK

> -460.0 OK
< 2640.0 OK

> -460.0 OK
> -460.0 OK
< 2640.0 OK

> -460.0 OK
> -460.0 OK
< 2640.0 OK

> -460.0 OK
> -460.0 OK

Page 38
 > -460.0 OK

tress at Service with Live Load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep (at service condition without Live Load)

> -460.0 OK
> -460.0 OK
> -460.0 OK

Page 39
e & Creep (at service condition with Live Load)

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as Leading load+Tempr. Rise as accompanying load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as accompanying load+Tempr. Rise as Leading load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Tempr. Rise as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as Leading load+Tempr. fall as accompanying load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Live load as accompanying load+Tempr. fall as Leading load

> -460.0 OK
> -460.0 OK
> -460.0 OK

e & Creep with Tempr. Fall as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> -460.0 OK

tress at Service with Live Load

> -460.0 OK
> -460.0 OK

Page 40
 > 0.0 OK

e & Creep (at service condition with Live Load)

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Live load as Leading load+Tempr. Rise as accompanying load

> -460.0 OK
> -460.0 OK
> 0.0 OK

Page 41
e & Creep with Live load as accompanying load+Tempr. Rise as Leading load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Tempr. Rise as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Live load as Leading load+Tempr. fall as accompanying load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Live load as accompanying load+Tempr. fall as Leading load

> -460.0 OK
> -460.0 OK
> 0.0 OK

e & Creep with Tempr. Fall as Leading load & without Live load

> -460.0 OK
> -460.0 OK
> 0.0 OK

Perm. Stress
2287.6 2333.1 OK
-173.2 -225.4 OK

Perm. Stress
-24.6 -460.0 OK
Err:509 2640.0 Err:509
Err:509 -460.0 Err:509

Perm. Stress
-234.6 -460.0 OK
742.7 2201.8 OK

Page 42
1695.8 2640.0 OK
-307.2 -460.0 OK

Perm. Stress
-145.6 -460.0 OK
510.6 2201.8 OK
1618.6 2640.0 OK
-81.9 0.0 FALSE

Page 43
 4.0 CABLE DETAILS

S.NO INPUT PARTICULARS CODE UNIT VALUE

1 Effective span c/c brgs L = 28.070 m

2 No of Plateforms = 3.000 No
3 Abutment Width = 1.000 mtr
4 Gap between Girders = 1.000 mtr
5 Length of Stran T to T = 90.2 mtr
6 Slip accounted s = 0.006 m
7 ε = 0.0001
8 Modulus of elasticity of Es = 1950000 Kg/Sqcm
9 Loss of Stress due to slip = 129.697 Kg/Sqcm
= 0.0130 kN/Sqcm
10 Grade of concrete Fck = 550 Kg/Sqcm
11 U.T.S. of HT strand Fy = 18620 Kg/Sqcm
[ IRC112 pg 33 ]

A STRAND DETAIL

800

75

2000

75
75

800
Effective Cover Section

A1 MAX NO OF STRANDS THAT CAN BE PROVIDED IN A ROW

Row Description CG / No No
Possible Provided

7th Row At a height from bottom = 405 mm

C/C spacing of Strands Required = 55 mm c/c
At Mid No of Strands in First Line = 7.82 Nos.
Ptovide No of Strands = 7.00 Nos.

Page 44
 4.0 CABLE DETAILS
6th Row At a height from bottom = 350 mm
C/C spacing of Strands Required = 55 mm c/c
At Mid No of Strands in First Line = 7.82 Nos.
Ptovide No of Strands = 7.00 Nos.

5th Row At a height from bottom = 295 mm

C/C spacing of Strands Required = 55 mm c/c
At Mid No of Strands in First Line = 9.82 Nos.
Ptovide No of Strands = 9.00 Nos.

4th Row At a height from bottom = 240 mm

C/C spacing of Strands Required = 55 mm c/c
At Mid No of Strands in First Line = 11.82 Nos.
Ptovide No of Strands = 11.00 Nos.

3rd Row At a height from bottom = 185 mm

C/C spacing of Strands Required = 55 mm c/c
At Mid No of Strands in First Line = 11.82 Nos.
Ptovide No of Strands = 11.00 Nos.

2nd Row At a height from bottom = 130 mm

C/C spacing of Strands Required = 55 mm c/c
At Mid No of Strands in First Line = 11.82 Nos.
Ptovide No of Strands = 11.00 Nos.

1st Row At a height from bottom = 75 mm

C/C spacing of Strands Required = 55 mm c/c
At Mid No of Strands in First Line = 11.82 Nos.
Ptovide No of Strands = 11.00 Nos.

Provide Strand 11.00 T15

Vertical spacing of Strands 50 mm C/C

A2 STRAND
Supp. End Var. L/8 L/4 Mid
Segment length 0 3.07 3.50875 7.0175 14.035
At top

1st Row No 1 1 1 1 1
Ecc. From Bottom 1925 1925 1925 1925 1925

At Bottom [serial wise from bottom]

1st Row Ecc from bottom mm

Page 45
 4.0 CABLE DETAILS
1st Row No

6th Row Ecc from bottom mm 325 325 325 325 325
6th Row No 0 0 0 0 0

5th Row Ecc from bottom mm 275 275 275 275 275
5th Row No 0 0 0 0 0

4th Row Ecc from bottom mm 225 225 225 225 225
4th Row No 0 0 0 0 0

3rd Row Ecc from bottom mm 175 175 175 175 175
3rd Row No 4 8 8 8 14

2nd Row Ecc from bottom mm 125 125 125 125 125
2nd Row No 4 4 14 14 14

1st Row Ecc from bottom mm 75 75 75 75 75

1st Row No 4 4 4 14 14

Total No of Strands 13 17 27 37 43
Ecc. From Bottom mm 263 243 199 166 167
Prestressing Factor 0.75 0.75 0.75 0.75 0.75

B PRESTRESSING FORCE TO BE APPLIED

X-SECTION AT Supp. End Var. L/8 L/4 Mid

Po (T) 251.8 329.3 523.0 716.7 832.9

C PRESTRESSING FORCE TO BE APPLIED

X-SECTION AT Supp. End Var. L/8 L/4 Mid

Strand Area sqmm 1803.1 2357.9 3744.9 5131.9 5964.1

Loss of Prestress due to slip (ton) 0.3 0.4 0.7 0.9 1.1

D PRESTRESS FORCE AFTER SLIP LOSS

Supp. End Var. L/8 L/4 Mid

Pi (T) 251 329 522 716 832

Strand Row CG from bottom 0.263 0.243 0.199 0.166 0.167

Page 46
 5.0 Basic Design data for stress check
Stressing and casting sequence

1st stage prestressing 14 day

2nd stage prestressing 21 day

Casting of Deck Slab 21 day

Casting of SIDL = 50 day
Age of deck slab at time of SIDL 29 day
Fck at 1st stage of prestressing 44 Mpa
Fck at 2nd stage of prestressing 55 Mpa
Fck at service 55 Mpa

Modulus of Elasticity (Conc) 21th Day 3.40E+06 t/m2

Modulus of Elasticity (Strands) 1.95E+07 t/m2
Relative Humidity 70 %

Increase Factors for losses

Elastic Shortening loss 1.0
Relaxation loss 1.0
Shrinkage loss 1.0
Creep loss 1.0

Factor for Shrinkage loss (Refer clause 6.4.2.6 of IRC-112) (shrinkage Girder)

Total strain ecs=ecd+eca

eca(t)=bas(t)*ecw
bas(t)= 1-exp(-0.2t0.5)
ecd(t)= bds(t,ts)*kh*ecd
bds(t,ts)= (t-ts)
(t-ts)+.04*h03/2
t=is the age of concrete in days at the time considered
ts=is the age of concrete in days at the beginning of drying shrinkage. Normally at the end of curing

ts= 14 14 14 14 14 14
t (days)= 14 21 45 56 36500 36500
(t-ts) (days)= 0 7 31 42 36486 36486
bas(t)= 0.527 0.600 0.739 0.776 1.000 1.000
ecw (x10 )=
-6
85 85 85 85 85 85
eca(t) (x10 )=
-6
44.8 51.0 62.8 66.0 85.0 85.0
h0 (mm)= 244 244 244 244 244 244
bds(t,ts)= 0.00 0.04 0.17 0.22 1.00 1.00
200 200 200 200 200 200
300 300 300 300 300 300
0.850 0.850 0.850 0.850 0.850 0.850
0.750 0.750 0.750 0.750 0.750 0.750
Kh= 0.806 0.806 0.806 0.806 0.806 0.806

Page 47
 5.0 Basic Design data for stress check
ecd (x10 )=
-6
402 402 402 402 402 402
ecd(t) (x10 )=
-6
0.0 14.2 54.6 69.8 322.5 322.5
ecs (x10 )=
-6
44.8 65.2 117.4 135.8 407.5 407.5
Diff. in strain (x10-6)= 20.4 52.2 18.4 271.7 0.0

Factor for Creep Loss (Refer clause 6.4.2.7 of IRC-112 & Annexure-A2)

Creep factor with time

f(t,t0)= b(t,t0)*f(inf,t0)
b(t,t0)= t-t0 0.3
bH+(t-t0)

bH= 1.5(1+(1.2RH/RH0)18)h0+250 <= 1500 for fcm<=45

bH= 1.5(1+(1.2RH/RH0)18)h0+250a <= 1500 for fcm>=45

a= (45/fcm)0.5

f0= fRH*b(fcm)*b(t0) =f(inf,t0)

fRH= 1+((1-RH/100)/0.1/(h0)1/3) for fcm<=45

fRH= (1+((1-RH/100)/0.1/(h0)1/3)*a1)*a2 for fcm>45

b(fcm)= 18.78/fcm0.5

b(t0)= 1
0.1+t00.2
a1= (43.75/fcm)0.7 a2= (43.75/fcm)0.2
RH= Relative humidity expressed as percent
RH0= 100%
t= is the age of concrete in days at the time considered
t0= is the age of concrete in days at the time of loading
(t-t0)= is the actual duration of loading in days
bH= is the Coefficient depending on RH & notional member size h0 in mm
h0= 2Ac/u Ac= Cross sectional area in mm2
u= Perimeter in contact with atmosphere in mm
is a factor to allow the effect of relative humidity on notional creep
fRH= coefficient

t0 (days)= 14 14 14 14 14 14
t (days)= 14 21 45 56 25550 36500
(t-t0) (days)= 0 7 31 42 25536 36486
RH (%)= 70 70 70 70 70 70
Grade of concrete= M55 M55 M55 M55 M55 M55
fcm (Mpa)= 65 65 65 65 65 65
Ac (mm2)= 674500 674500 674500 674500 674500 674500

Page 48
 5.0 Basic Design data for stress check
u (mm)= 5522 5522 5522 5522 5522 5522
h0 (mm) girder = 244 244 244 244 244 244
a= 0.83 0.83 0.83 0.83 0.83 0.83
bH= 590 590 590 590 590 590
b(t,t0)= 0.00 0.26 0.41 0.44 0.99 1.00
b(fcm)= 2.33 2.33 2.33 2.33 2.33 2.33
b(t0)= 0.56 0.56 0.56 0.56 0.56 0.56
a1= 0.76 0.76 0.76 0.76 0.76 0.76
a2= 0.92 0.92 0.92 0.92 0.92 0.92
fRH= 1.26 1.26 1.26 1.26 1.26 1.26
f0= 1.63 1.63 1.63 1.63 1.63 1.63
f(t,t0)= 0.00 0.43 0.67 0.72 1.62 1.63
f(t,t0) Difference = 0.43 0.23 0.06 0.90 0.00
Elastic Modulus (E-Mpa) = 33929 34000 34000 34000 34000 34000
10MpaStress/E= 0.0002947 0.000294 0.000294 0.00029412 0.0002941 0.000294
Creep strain /10Mpa= ### 0.000127 6.895E-05 1.7533E-05 0.0002644 9.76E-07
Creep strain between days per = 14 to 28 28 to 45 45 to 56 56 to ꝏ
10 mpa 6.33E-05 9.78E-05 4.32E-05 1.41E-04

Factor for Relaxation Loss (cl. 6.3.6 , IRC- 112)

1000hr relaxation (for low relaxation steel) r (table -6.2 IRC-112) 2.5 %
2nd stage
Group-1 Cables
t (days)= 14 21 45 56 36500 36500
t0 (days)= 14 14 14 14 14 14
(t-t0) (days)= 0 7 31 42 36486 36486
Hours= 0 168 744 1008 875664 875664
% Loss of 1000 Hrs= 0 77 93 100 100 100
% Loss= 0.00 2.10 2.34 2.50 2.50 2.50
Difference= 2.10 0.24 0.16 0.00 0.0000
Relaxation factor= 0.840 0.095 0.066 0.00000 0.0000

Group-2 Cables
t (days)= 21 45 56 36500 365000
t0 (days)= 28 28 28 28 28
(t-t0) (days)= -7 17 28 36472 364972
Hours= -168 408 672 875328 8759328
% Loss of 1000 Hrs= 0 84 93 100 100
% Loss= 0.00 2.10 2.34 2.50 2.50
Difference= 0.00 2.10 0.24 0.16 0.00
Relaxation factor= 0.000 0.840 0.095 0.066 0.000

Differential Shrinkage & Creep (Between Girder and Dek Slab)

Strain in deck slab after curing (say after 3rd day) 2.49E-05

Page 49
 5.0 Basic Design data for stress check
Strain in deck slab after 365 days
h0 263 mm
eca(t) (x10 )= -6
8.500E-05
bds(t,ts)= 1.00
Kh= 0.787
ecd = 4.020E-04
ecd(t) = 3.148E-04
ecs= 3.998E-04
Residual strain 3.749E-04
Strain in Girder at time of casting deck slab 1.17E-04
Strain in Girder after 365 days
h0 222 mm
eca(t)= 8.500E-05
bds(t,ts)= 1.00
Kh= 0.806
ecd (x10-6)= 4.020E-04
ecd(t) (x10-6)= 3.227E-04
ecs (x10 )=-6
4.077E-04
Resiudal strain 2.903E-04
Strain due to differential shrinkage 8.46E-05
Strain due to differential shrinkage considered 8.46E-05
Reduction factor due to creep (1-e )/f
-f 0.49

Elastic Shortening Ref :- N-Krishna Raju P-107 PS1 Cables

Modulur Ratio = α e= 5.091

ELASTIC SHORTENING LOSS

X-SECTION AT Supp. End Var. L/8 L/4 Mid

Strand Area sqmm 1803.1 2357.9 3744.9 5131.9 5964.1

Stress in concrete at
the level of steel PS 564.1 706.4 1184.2 1624.4 1859.6
cables for cables
T/SQM
Stress in Steel σ =
αe x fc T/SQM= 2872 3596 6029 8270 9467

Segment length 3.07 0.43875 3.50875 7.0175 0

E N/Sqmm 195000

ε =σ/E 0.0147 0.0184 0.0309 0.0424 0.0485

E. Loss (ton) 3.7 6.1 16.1 30.4 40.4

Take E loss (T) = 6 12 40 60 60

FINISH

Page 50
 6.0 SUMMARY OF FORCE
Finel Moments and Shears (unfactored) L/
At Supp. Varying End 8 4 2
0 3.070 3.509 7.018 14.035

Memb No 1--503 1--499 1--498 1--495 1--451

L/C ( self wt. girs.) 1 1 1 1 1
BM kN-M 250.27 762.85 870.18 1487.92 1980.34
SF Kn 293.81 243.19 219.51 160.46 20.76
Memb No 1--503 1--499 1--498 1--495 1--451

L/C(Grn. Slab) 5000--503 5000--499 5000--498 5000--495 5000--451

BM kN-M 363.86 1221.51 1402.54 2446.66 3262.72
SF kN 449.95 392.17 367.98 254.52 17.06
L/C(Grn. Slab) 5000--503 5000--499 5000--498 5000--495 5000--451

SHUTTERING LOAD 0 0 0 0 0
BM kN-m 1 1 1 1 1
SF kN 1 1 1 1 1

L/C (SIDL-SURFACING) 4--503 4--499 -179.41 4--495 4--451

BM kN-m 47.52 156.17 179.41 316.16 444.88
SF kN 55.45 49.98 47.06 33.99 7.39
L/C (SIDL-SURFACING) 4--503 4--499 4--498 4--495 4--451

L/C (LL INC. IMP) 900--503 893--499 892--498 693--495 682--451

BM kN-M 463.43 1440.53 1636.65 2765.73 3615.67
SF kN 573.91 517.93 492.44 366.92 235.85
903--503 896--499 893--498 692--495 668--451

BM kN-M 1 1 1 1 1
SF kN

L/C (LL INC. IMP)[RS]

SPV 1105--503 1101--499 1101--498 1100--495 1106--451

BM kN-M 439.64 1342 1549 2845 4725.1
SF kN 481.38 442.08 423.41 366.92 228.69

SPV
BM kN-M 1 1.0 1 1 1
SF kN
1108--503 1101--499 1108--498 1108--495 1109--451

Governing LL
BM kN-M [LS] 463.43 1440.53 1636.65 2845 4725.1
SF kN [LS] 573.91 517.93 492.44 366.92 235.85

Page 51
 6.0 SUMMARY OF FORCE

Moments and Shears (Factored)

Factor DL= 1.35 LL= 1.5 SPV= 1.15
Support Varying End L/8 L/4 L/2
Memb No 0
L/C ( G. Wt.) 1 1 1 1 1
BM kN-M 337.8645 1029.8475 1174.743 2008.692 2673.459
SF kN 396.6435 328.3065 296.3385 216.621 28.026

L/C (G. Slab) 2 2 2 2 2

BM kN-M 491.211 1649.0385 1893.429 3302.991 4404.672
SF kN 607.4325 529.4295 496.773 343.602 23.031

L/C (SIDL) 2 2 2 2 2
BM kN-M 64.152 210.8295 242.2035 426.816 600.588
SF kN 74.8575 67.473 63.531 45.8865 9.9765

L/C (LL INC. IMP)

BM kN-M 695.145 2160.795 2454.975 4148.595 5433.865
SF kN 860.865 776.895 738.66 550.38 353.775

FINISH

Page 52
Stress Check For Sls- γp= 1.00
Item Unit 1 2 3 4 5
Support End Vr. L/8 L/4 L/2
Chainage of Section from left support m 0.000 3.070 3.509 7.018 14.035

Section Property (Precast Girder)

Area of beam m2 0.861 0.675 0.675 0.675 0.675

Depth of beam m 2.000 2.000 2.000 2.000 2.000
CG from top m 1.058 1.141 1.141 1.141 1.141
CG from bottom m 0.942 0.859 0.859 0.859 0.859
Inertia of beam m4 0.344 0.325 0.325 0.325 0.325
Zt m 3
0.325 0.285 0.285 0.285 0.285
Zb m4 0.365 0.379 0.379 0.379 0.379

Section Property (Composite Section )

Area of beam m2 1.619 1.432 1.432 1.432 1.432

Depth of beam m 2.240 2.240 2.240 2.240 2.240
CG from top m 0.747 0.714 0.714 0.714 0.714
CG from bottom m 1.493 1.526 1.526 1.526 1.526
Inertia of beam m4 0.907 0.896 0.896 0.896 0.896
Top of girder from CG m 0.507 0.474 0.474 0.474 0.474
Zts m3 1.215 1.255 1.255 1.255 1.255
Ztg 0.559 0.529 0.529 0.529 0.529
Zbg m4 0.607 0.587 0.587 0.587 0.587

Prestressing Force (P1)*γsup kN 2514.8 3868.9 5223.0 7157.4 8318.1

CG of Cables from Bottom YC = m 0.263 0.231 0.199 0.166 0.167
Eccentricity of Cables m 0.678 1.769 0.660 0.660 0.660

[0 TO 10 DAY PERIOD]
E-Loss in PS1 cables = kN 60 120 400 600 600

Prestressing Force after E-Loss = 1914.8 3268.9 4623.0 6557.4 7718.1

Moment due to P S after E-loss Mp= P*e 1299.1 5781.7 3050 4326.2 5091.9

Stresses due to Prestress after E-loss

P/A= 2222.60 4846.36 6853.92 9722 11442.64

stress due to prestress momemt (Mp/Zt) top -3996.5 -20298 -10707.4 -15187.8 -17876.0
stress due to prestress momemt (Mp/Zb) btm 3558.0 15275.4 8058.0 11429.8 13452.9

Balance Stress at 10 days top (s) 0 0 0 0 0

due to pre stressing force only bottom (s) 0 0 0 0 0
top (g) -1774 -15451 -3853 -5466 -6433
bottom (g) 5780.56 20121.7 14912.0 21151.7 24895.6

Stress at CG of Cable GR1 kN/m2 4785.4 16008.3 13044.1 18948.6 22281.8

Stress at CG of Cable GR2 kN/m 2
0.0 0.0 0.0 0.0 0.0

Precast girder moment 250 763 870 1488 1980

top (s) 0.00 0.00 0.00 0.00 0.00
Stress at 10 days due to Girder DL only bottom (s) 0.00 0.00 0.00 0.00 0.00
top (g) 769.89 2678.09 3054.89 5223.56 6952.27
bottom (g) -685.41 -2015.4 -2299.0 -3931.08 -5232.06

Balance stresses after 10 days top -1004 -12773 -799 -242 519
 PS1 + DL (g) -Elose bottom 5095.15 18106 12612.94 17220.6 19663

Summary of Stresess
Stress After 10 Days (1st stage of stressing)
Permissible Remark
Due to -PS -Eloss -(C+S+R) +DL girder Limits
N/sqmm
Top -1.00 -12.77 -0.80 -0.24 0.52 -2.25 Check

Bottom 5.10 18.11 12.61 17.22 19.66 23.33 OK

Long term Losses

[10 TO 28 DAY PERIOD]

Losess at 10 -28 th day after PS1 stressing

Creep loss due to GR I cables

Stress girder Top kN/m2 -1004.0 -12773 -798.6 -242.3

Stress girder Bottom kN/m 2
5095.1 18106.3 12612.9 17220.6

Stress at CG of Cable GR1 kN/m2 4291.7 14535.6 11278.0 15775.2

Stress at CG of Cable GR2 kN/m 2
0.0 0.0 0.0 0.0 1.0

Segment Length m 3.070 0.439 3.509 7.018

Average Stress for Each Segment (GR1) kN/m 2
9413.6 12906.8 13526.6 7887.6

Segment Length m 3.070 0.439 3.509 7.018

Average Stress for Each Segment (GR2) kN/m 2
0.0 0.0 0.0 0.5

Average Stress at CG of Cables GR1 kN/m2 9788.1

Average Stress at CG of Cables GR2 kN/m 2
0.3

Check for Creep Loss kN Err:509 Err:509 Err:509 Err:509 Err:509

Shrinkage loss in GR I cables kN Err:509 Err:509 Err:509 Err:509 Err:509

("shr&dayps1&"-shr"&dayps2&")" &"*nocable1*acable*ecable*ifshr"

nocable1= Err:509 No

acable= 0.0001387 sqm

Ecable= 195000000 kN/sqm
ifshr= 1

Eloss GR1 cables= 600 kN

uts = 258 kN

jforce = 0.75
relax1000 = 2.5 (For Low relaxation Steel)
ifcreep = 1

Relaxation Loss in GR1 cables

Relaxation Factor
Relaxation Loss Err:509 Err:509 Err:509 Err:509 Err:509
=Relaxation factor*(1-(0.7-((P1-Eloss)/(nocable1*uts)))/0.2)*jforce*relax1000/100*uts*nocable1*ifrelax
Total Loss (C+S+R) Err:509 Err:509 Err:509 Err:509 Err:509
Stress due to (C+S+R)

Moment due to losses = Err:509 Err:509 Err:509 Err:509 Err:509

Top kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509

Bottom kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509

Sammary of Stresess
Stress After 28 Days before 2nd stage stressing
Permissible Remark
Due to -PS -Eloss -(C+S+R) + DL girder Limits
N/sqmm
Top Err:509 Err:509 Err:509 Err:509 Err:509 -4.60 ###

Bottom Err:509 Err:509 Err:509 Err:509 Err:509 26.40 ###

2nd Stage stressing after 28 days

Prestressing Force (P1)*γsup kN 1.0 1.0 1.0 1.0 1.0

CG of Cables from Bottom YC = m 0.263 0.231 0.199 0.166 0.167
Eccentricity of Cables m 1.230 1.278 1.327 0.199 0.166 1

E-Loss in PS2 cables kN 0

E-Loss in PS1 cables due to PS2 stressing kN 0 0 0 0 0

Prestressing Force after E-Loss Ps2 = 1.0 1.0 1.0 1.0 1.0
Moment due to P S after E-loss Mp= P*e 1.2 1.3 1.3 0.2 0.2

Stresses due to Prestress after E-loss

Ps2/A= 1.16 1.48 1.48 1.48 1.48

stress due to prestress momemt (Mp/Zt) top -3.8 -4.5 -4.7 -0.7 -0.6

stress due to prestress momemt (Mp/Zb) btm 3.4 3.4 3.5 0.5 0.4

Stresses due to Eloss in GR1 capbles due to PS2 Force

E-Loss in PS1 cables due to PS2 stressing kN 0.0 0.0 0.0 0.0 0.0
Moment due to P S after E-loss Mp= P*e 0.0 0.0 0.0 0.0 0.0

Stresses due to Prestress after E-loss

Elos /A= 0.00 0.00 0.00 0.00 0.00

stress due to prestress momemt (Mp/Zt) top 0.0 0.0 0.0 0.0 0.0

stress due to prestress momemt (Mp/Zb) btm 0.0 0.0 0.0 0.0 0.0

Stress at 28 days due to 2nd stage PS Force only

Slab ( Top) 0 0 0 0 0
Slab ( Bottom) 0 0 0 0 0
Girder ( Top) -2.62 -3 -3 0.78 0.90
Girder ( Bottom) 4.53 5 5 2 2

Stress at CG of Cable GR2 kN/m2 3.6 4.0 4.2 1.9 1.8

Stress After 28 Days
Permissible Remark
Due to -PS -Eloss -(C+S+R) + DL girder +PS2 Limits
N/sqmm
Stresss at 28 days due to 2nd stage PS Force
Slab ( Top) 0 0 0 0 0 -4.60 ###
Slab ( Bottom) 0 0 0 0 0
Girder ( Top) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509 26.40 ###

Green Slab DL Moments 363.86 1221.51 1402.54 2446.66 3262.72

After 28 Days
slab (top) 0 0 0 0 0
slab (btm) 0 0 0 0 0
Stress due to DL momemt (M/Zt) girder (top) 1119.3 4288.3 4923.8 8589.4 11454.2
Stress due to DL momemt (M/Zb) Girder (btm) -996.5 -3227.2 -3705.5 -6464.1 -8620.1

Stress After 28 Days

Permissible Remark
Due to -PS -Eloss -(C+S+R) + DL girder +PS2 +Slab DL Limits
N/sqmm
Slab ( Top) 0 0 0 0 0 -4.60 ###
Slab ( Bottom) 0 0 0 0 0
Girder ( Top) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509 26.40 ###

[28 TO 45 DAY PERIOD]

SIDL Moments Free Side 47.52 156.17 179.41 316.16 444.88
After 28 Days
Stress due to SIDL momemt (M/Zts) slab (top) 39.1 124.4 142.9 251.8 354.4
Stress due to SIDL momemt (M/Ztg) slab (btm) -85.1 295.4 339.3 597.9 841.4
Stress due to SIDL momemt (M/Ztg) top (g) -85.1 295.4 339.3 597.9 841.4
Stress due to SIDL momemt (M/Zb) bottom (g) -78.2 -265.9 -305.5 -538.3 -757.5

Stresses After 28 Days

Permissible Remark
Due to -PS1+ Ps2 -losses + DL Slab + SIDL Limits
N/sqmm
Slab ( Top) 0.0391 0.12 0.14 0.25 0.35 -4.60 ###
Slab ( Bottom) -0.085 0.295 0.339 0.598 0.841
Girder ( Top) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509 26.40 ###

Losess at 28 -45 th day after stressing

Creep loss due to GR I + GR2 cables

Stress girder Top kN/m2 Err:509 Err:509 Err:509 Err:509

Stress girder Bottom kN/m2 Err:509 Err:509 Err:509 Err:509

Stress at CG of Cable GR1 kN/m2 Err:509 Err:509 Err:509 Err:509

Stress at CG of Cable GR2 kN/m 2
Err:509 Err:509 Err:509 Err:509
Segment Length m 3.070 0.439 3.509 7.018
Average Stress for Each Segment (GR1) kN/m 2
Err:509 Err:509 Err:509 Err:509

Segment Length m 3.070 0.439 3.509 7.018

Average Stress for Each Segment (GR2) kN/m2 Err:509 Err:509 Err:509 Err:509

Average Stress at CG of Cables GR1 kN/m2 Err:509

Average Stress at CG of Cables GR2 kN/m 2
Err:509

Check for Creep Loss GR1 kN Err:509 Err:509 Err:509 Err:509 Err:509
Check for Creep Loss GR2 Err:509 Err:509 Err:509 Err:509 Err:509
Total= Err:509 Err:509 Err:509 Err:509 Err:509

Shrinkage loss in GR1& 2 cables kN Err:509 Err:509 Err:509 Err:509 Err:509

("shr&dayps1&"-shr"&dayps2&")" &"*nocable1*acable*ecable*ifshr"
nocable1= Err:509 No
nocable2= 0.000 No
acable= 0.0001387 sqm
Ecable= 195000000 kN/sqm
ifshr= 1
Eloss GR1 cables + due to GR2 Cables = 600 kN
Eloss GR2 cables = 0 kN
uts = 258.2594 kN

jforce = 0.75
relax1000 = 2.5
ifcreep = 1

Relaxation Loss due to GR1 cables

Relaxation Loss GR1 Err:509 Err:509 Err:509 Err:509 Err:509

Relaxation Loss GR2 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Relaxation Loss GR1+2 Err:509 Err:509 Err:509 Err:509 Err:509
=Relaxation factor*(1-(0.7*((P1-Eloss)/(nocable1*uts)))/0.2)*jforce*relax1000/100*uts*nocable1*ifrelax

Total Loss (C+S+R) Err:509 Err:509 Err:509 Err:509 Err:509

Stress due to (C+S+R)

Moment due to losses = Err:509 Err:509 Err:509 Err:509 Err:509

Ploss/A Err:509 Err:509 Err:509 Err:509 Err:509
M/Zts Slab top Err:509 Err:509 Err:509 Err:509 Err:509
M/Zt g Slab bottom Err:509 Err:509 Err:509 Err:509 Err:509
M/Zt g Girder top Err:509 Err:509 Err:509 Err:509 Err:509
M/Zb Girder bottom Err:509 Err:509 Err:509 Err:509 Err:509
Slab Top kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509
Slab bottom kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509
Girder Top kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509
Girder Bottom kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509

Stress After 45 Days

Permissible Remark
Due to PS1+ Ps2 -elosses + DL Slab + SIDL +(C+S+R) Limits
N/sqmm
Slab ( Top) Err:509 Err:509 Err:509 Err:509 Err:509 -4.60 ###
Slab ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Top) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509 26.40 ###
 [45 TO 56 DAY PERIOD]
Losess at 45 -56 th day after stressing

Creep loss due to GR I + GR2 cables

Stress girder Top kN/m2 Err:509 Err:509 Err:509 Err:509

Stress girder Bottom kN/m 2
Err:509 Err:509 Err:509 Err:509

Stress at CG of Cable GR1 kN/m2 Err:509 Err:509 Err:509 Err:509

Stress at CG of Cable GR2 kN/m 2
Err:509 Err:509 Err:509 Err:509

Segment Length m 3.070 0.439 3.509 7.018

Average Stress for Each Segment (GR1) kN/m 2
Err:509 Err:509 Err:509 Err:509

Segment Length m 3.070 0.439 3.509 7.018

Average Stress for Each Segment (GR2) kN/m 2
Err:509 Err:509 Err:509 Err:509

Average Stress at CG of Cables GR1 kN/m2 Err:509

Average Stress at CG of Cables GR2 kN/m 2
Err:509

Check for Creep Loss GR1 kN Err:509 Err:509 Err:509 Err:509 Err:509
Check for Creep Loss GR2 Err:509 Err:509 Err:509 Err:509 Err:509
Total = Err:509 Err:509 Err:509 Err:509 Err:509

Shrinkage loss in GR1 & 2 cables kN Err:509 Err:509 Err:509 Err:509 Err:509
("shr&dayps1&"-shr"&dayps2&")" &"*nocable1*acable*ecable*ifshr"
nocable1= Err:509 No
nocable2= 0.000 No
acable= 0.0001387 sqm
Ecable= 195000000 kN/sqm
ifshr= 1
Eloss GR1 cables + due to GR2 cables = 600 kN
Eloss GR2 cables = 0 kN
uts = 258.2594 kN

jforce = 0.75
relax1000 = 2.5
ifcreep = 1

Relaxation Loss due to GR1 cables

Relaxation Loss GR1 Err:509 Err:509 Err:509 Err:509 Err:509

Relaxation Loss GR2 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Relaxation Loss GR1+2 Err:509 Err:509 Err:509 Err:509 Err:509

=Relaxation factor*(1-(0.7-((P1-Eloss)/(nocable1*uts)))/0.2)*jforce*relax1000/100*uts*nocable1*ifrelax

Total Loss (C+S+R) Err:509 Err:509 Err:509 Err:509 Err:509

Stress due to (C+S+R)

Moment due to losses = Err:509 Err:509 Err:509 Err:509 Err:509

Ploss/A Err:509 Err:509 Err:509 Err:509 Err:509
M/Zts Err:509 Err:509 Err:509 Err:509 Err:509
M/Ztg Err:509 Err:509 Err:509 Err:509 Err:509
M/Zb Err:509 Err:509 Err:509 Err:509 Err:509
Slab Top Err:509 Err:509 Err:509 Err:509 Err:509
Slab Bottom Err:509 Err:509 Err:509 Err:509 Err:509
Girder Top Err:509 Err:509 Err:509 Err:509 Err:509
Girder Bottom Err:509 Err:509 Err:509 Err:509 Err:509

[45 TO 56 DAY PERIOD]

Stress After 56 Days
Permissible Remark
Due to -PS -Eloss +DL+SIDL + LL Limits
N/sqmm
Slab ( Top) Err:509 Err:509 Err:509 Err:509 Err:509 -4.60 ###
Slab ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Top) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509 26.40 ###

Losess at 56 - 365000 day

Creep loss due to GR I and GR2 cables

Stress girder Top kN/m2 Err:509 Err:509 Err:509 Err:509

Stress girder Bottom kN/m2 Err:509 Err:509 Err:509 Err:509

Stress at CG of Cable GR1 Err:509 Err:509 Err:509 Err:509

Stress at CG of Cable GR2 Err:509 Err:509 Err:509 Err:509

Segment Length m 3.070 0.439 3.509 7.018

Average Stress for Each Segment (GR1) kN/m2 Err:509 Err:509 Err:509 Err:509

Segment Length m 3.070 0.439 3.509 7.018

Average Stress for Each Segment (GR2) kN/m2 Err:509 Err:509 Err:509 Err:509

Average Stress at CG of Cables GR1 kN/m2 Err:509

Average Stress at CG of Cables GR2 kN/m 2
Err:509

Check for Creep Loss GR1 kN Err:509 Err:509 Err:509 Err:509 Err:509
Check for Creep Loss GR2 Err:509 Err:509 Err:509 Err:509 Err:509
Total= Err:509 Err:509 Err:509 Err:509 Err:509

Shrinkage loss in GR1 & 2 cables kN Err:509 Err:509 Err:509 Err:509 Err:509
("shr&dayps1&"-shr"&dayps2&")" &"*nocable1*acable*ecable*ifshr"
nocable1= Err:509 No
nocable2= 0.000 No
acable= 0.0001387 sqm
Ecable= 195000000 kN/sqm
ifshr= 1
Eloss GR1 cables + due to GR2 cables = 600 kN
Eloss GR1 cables = 0 kN
uts = 258.2594 kN

jforce = 0.75
relax1000 = 2.5
ifcreep = 1
Relaxation Loss due to GR1 cables

Relaxation Loss GR1 Err:509 Err:509 Err:509 Err:509 Err:509

Relaxation Loss GR2 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Relaxation Loss GR1+2 Err:509 Err:509 Err:509 Err:509 Err:509
=(2+Relaxation factor)*(1-(0.7-((P1-Eloss)/(nocable1*uts)))/0.2)*jforce*relax1000/100*uts*nocable1*ifrelax

Total Loss (C+S+R) Err:509 Err:509 Err:509 Err:509 Err:509

Stress due to (C+S+R)

Moment due to losses = Err:509 Err:509 Err:509 Err:509 Err:509

Ploss/A Err:509 Err:509 Err:509 Err:509 Err:509
M/Zts Err:509 Err:509 Err:509 Err:509 Err:509
M/Ztg Err:509 Err:509 Err:509 Err:509 Err:509
M/Zb Err:509 Err:509 Err:509 Err:509 Err:509
Stress slab Top kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509
Stress slab bottom kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509
Stress girder Top kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509
Stress girder Bottom kN/sqm Err:509 Err:509 Err:509 Err:509 Err:509

Stress After 365000 Days

Permissible Remark
Due to -PS -Eloss +DL+SIDL Limits
N/sqmm
Slab ( Top) Err:509 Err:509 Err:509 Err:509 Err:509 -4.60 ###
Slab ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Top) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509 26.40 ###

LL Moments 463 1441 1637 2845 4725

After
Stress due to LL momemt (M/Zts) slab (top) 381.5 1147.4 1303.6 2266.1 3763.6
slab (btm ) 829.5 2724.4 3095.3 5380.5 8936.2
Stress due to LL momemt (M/Ztg) top (g) 829.5 2724.4 3095.3 5380.5 8936.2
Stress due to LL momemt (M/Zb) bottom (g) -762.9 -2452.7 -2786.6 -4843.9 -8045.0

Stress After 56 Days

Permissible Remark
Due to -PS1+ Ps2 -losses + DL Slab +SIDL + LL Limits
N/sqmm
Slab ( Top) Err:509 Err:509 Err:509 Err:509 Err:509 -4.60 ###
Slab ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Top) Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Bottom) Err:509 Err:509 Err:509 Err:509 Err:509 26.40 ###

Stress due to Differential Shrinkage & Creep

Force kN 1104.60 1104.60 1104.60 1104.60 1104.60

Eccentricity m 0.63 0.59 0.59 0.59 0.59
Slab ( Top) kN/m2 -205.59 -163.92 -163.92 -163.92 -163.92
Slab ( Bottom) kN/m 2
1621.20 1711.42 1711.42 1711.42 1711.42
Girder ( Top) kN/m 2
1621.20 1711.42 1711.42 1711.42 1711.42
Girder ( Bottom) kN/m2 -457.54 -345.78 -345.78 -345.78 -345.78
Stress Due to Temperature Rise
Slab ( Top) kN/m2 4603.1 4643.8 4643.8 4643.8 4643.8
Slab ( Bottom) kN/m2 -1151.7 -1223.4 -1223.4 -1223.4 -1223.4
Girder ( Top) kN/m2 -1151.7 -1223.4 -1223.4 -1223.4 -1223.4
Girder ( Bottom) kN/m2
2520.6 1511.2 1511.2 1511.2 1511.2

Stress Due to Temperature Fall

Slab ( Top) kN/m2 -2247.6 -2224.4 -2224.4 -2224.4 -2224.4
Slab ( Bottom) kN/m2
136.6 1466.6 1466.6 1466.6 1466.6
Girder ( Top) kN/m2
136.6 1466.6 1466.6 1466.6 1466.6
Girder ( Bottom) kN/m2 -291.1 -2411.8 -2411.8 -2411.8 -2411.8

Check for Servicebility Limits

Stresses due to PS1 + PS2 after losses

Slab ( Top) N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509

Slab ( Bottom) N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Top) N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
Girder ( Bottom) N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509

Stresses due to Girder DL + slab DL + SIDL

Slab ( Top) N/sqmm 0.0 0.1 0.1 0.3 0.4

Slab ( Bottom) N/sqmm -0.1 0.3 0.3 0.6 0.8
Girder ( Top) N/sqmm 1.8 7.3 8.3 14.4 19.2
Girder ( Bottom) N/sqmm -1.8 -5.5 -6.3 -10.9 -14.6

Stresses due to LL

Slab ( Top) N/sqmm 0.4 1.1 1.3 2.3 3.8

Slab ( Bottom) N/sqmm 0.8 2.7 3.1 5.4 8.9
Girder ( Top) N/sqmm 0.8 2.7 3.1 5.4 8.9
Girder ( Bottom) N/sqmm -0.8 -2.5 -2.8 -4.8 -8.0

Stress due to Differential Shrinkage & Creep

Slab ( Top) N/sqmm -0.206 -0.164 -0.164 -0.164 -0.164

Slab ( Bottom) N/sqmm 1.621 1.711 1.711 1.711 1.711
Girder ( Top) N/sqmm 1.621 1.711 1.711 1.711 1.711
Girder ( Bottom) N/sqmm -0.458 -0.346 -0.346 -0.346 -0.346

Stress Due to Temperature Rise

Slab ( Top) N/sqmm 4.603 4.644 4.644 4.644 4.644

Slab ( Bottom) N/sqmm -1.152 -1.223 -1.223 -1.223 -1.223
Girder ( Top) N/sqmm -1.152 -1.223 -1.223 -1.223 -1.223
Girder ( Bottom) N/sqmm 2.521 1.511 1.511 1.511 1.511
Stress Due to Temperature Fall
Slab ( Top) N/sqmm -2.248 -2.224 -2.224 -2.224 -2.224
Slab ( Bottom) N/sqmm 0.137 1.467 1.467 1.467 1.467
Girder ( Top) N/sqmm 0.137 1.467 1.467 1.467 1.467
Girder ( Bottom) N/sqmm -0.291 -2.412 -2.412 -2.412 -2.412

Results - Support End. Vr. L/8 L/4 L/2

0.000 3.070 3.509 7.018 14.035
Top of Deck Slab
DL+SIDL+LL+0.9PR+0.6TR+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+0.9PR+0.6TF+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+0.9PR+TR+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+0.9PR+TF+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+1.1PR+0.6TR+0.6Dshr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+1.1PR+0.6TF+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+1.1PR+TR+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+1.1PR+TF+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509

Results - bottom of Deck Slab

DL+SIDL+LL+0.9PR+0.6TR+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+0.9PR+0.6TF+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+0.9PR+TR+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+0.9PR+TF+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+1.1PR+0.6TR+0.6Dshr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+1.1PR+0.6TF+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+1.1PR+TR+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+1.1PR+TF+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509

Top of Girder
DL+SIDL+LL+0.9PR+0.6TR+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+0.9PR+0.6TF+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+0.9PR+TR+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+0.9PR+TF+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+1.1PR+0.6TR+0.6Dshr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+1.1PR+0.6TF+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+1.1PR+TR+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+1.1PR+TF+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509

Bottom of Girder
DL+SIDL+LL+0.9PR+0.6TR+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+0.9PR+0.6TF+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+0.9PR+TR+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+0.9PR+TF+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+1.1PR+0.6TR+0.6Dshr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+LL+1.1PR+0.6TF+0.6DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+1.1PR+TR+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509
DL+SIDL+0.75LL+1.1PR+TF+DShr. N/sqmm Err:509 Err:509 Err:509 Err:509 Err:509

Max stress at top of girder = Err:509 N/sqmm (+tive comp.)

Min stress at top of girder = Err:509 N/sqmm (+tive comp.)

Allowable comp. at service 19.80 Err:509

Allowable tension at service -2.50 Err:509
Longitudinal steel for tension - (Ref. temp rise and temp fall sheet)

Temp. Rise
Stress at slab Top = Err:509 kg/sqcm
Stress at slab Bottom = Err:509 kg/sqcm

Temp. Fall
Stress at slab Top = Err:509 kg/sqcm
Stress at slab bottom = Err:509 kg/sqcm

Stress at slab Top = Err:509 kg/sqcm

Stress at slab bottom = Err:509 kg/sqcm

Tension reiinforcement Girder Top Flange :-

Err:509
Err:509

Err:509

2.00

Err:509

Tensile force in Top Flange =

Area of Top Flange = 0.105 sqm
depth of top Flange = 0.131 m
Tensile Force in Flange = Err:509 kN
Ast = Err:509 sqmm

Tension reiinforcement Girder Bulb :-

Err:509

2.00

Err:509

Err:509
Err:509
Tensile force in Bottom Bulb =
Area of Bulb = 0.248 sqm
depth of Bulb = 0.425 m
Tensile Force in bulb = Err:509 kN
Ast = Err:509 sqmm
 D1 D4 D2
Due to MEMBER
MEMBERS DL NOS.
GIR.+SLABDL COMB.
BM #N/A #N/A
L/2
SF #N/A #N/A
END X- GIRDER ECG-1
BM #N/A #N/A
L/4
SF #N/A #N/A

BM #N/A #N/A
L/8
SF #N/A #N/A

BM #N/A #N/A
Support
SF #N/A #N/A

Due to MEMBER Due to MEMBER

MEMBERS DL NOS. DL NOS.
GIR. DL COMB. SLAB DL COMB.
BM -1980.34 1--451 -3262.72 5000--451
L/2
SF 20.76 1--451 17.06 5000--451
MAING GIRDER MG-1

BM -1487.92 1--495 -2446.66 5000--495

L/4
SF 160.46 1--495 254.52 5000--495

BM -870.18 1--498 -1402.54 5000--498

L/8
SF 219.51 1--498 367.98 5000--498

Varrying BM -762.85 1--499 -1221.51 5000--499

End SF 243.19 1--499 392.17 5000--499

BM -250.27 1--503 -363.86 5000--503

Support
SF 293.81 1--503 449.95 5000--503

Due to MEMBER
MEMBERS DL NOS.
GIR.+SLABDL COMB.
BM 234.26 7000--275
L/2
CROSS GIRDER ICG-2

SF 14.47 7000--275

BM 159.33 7000--276
L/4
SF 92.52 7000--278

Page 65
INT. CROSS GIRDER
BM 159.33 7000--280
L/8
SF 92.52 7000--278

BM 159.33 7000--276
Support
SF 92.52 7000--278

Page 66
 D6
D2
Due to MEMBER Due to MEMBER
SIDL NOS. CarriageWay NOS.
DL COMB. LL (kN) LL COMB. live load (kN)
-96.25 3002--6 #N/A #N/A #N/A #N/A
59.61 3002--5 #N/A #N/A #N/A #N/A

-96.25 3002--6 #N/A #N/A #N/A #N/A

59.61 3002--5 #N/A #N/A #N/A #N/A

-96.25 3002--6 #N/A #N/A #N/A #N/A

59.61 3002--5 #N/A #N/A #N/A #N/A

-96.25 3002--6 #N/A #N/A #N/A #N/A

59.61 3002--5 #N/A #N/A #N/A #N/A

Due to MEMBER Due to MEMBER Due to MEMBER

SIDL NOS. CarriageWay NOS. CarriageWay NOS.
DL COMB. DL COMB. LL (kN) LL COMB. SPV (kN) SPV COMB.
-444.88 4--451 -3615.67 682--451 -4725.1 1106--451
7.39 4--451 235.85 668--451 228.69 1109--451

-316.16 4--495 -2765.73 693--495 -2845 1100--495

33.99 4--495 416.26 692--495 366.92 1108--495

-179.41 4--498 -1636.65 892--498 -1548.6 1101--498

47.06 4--498 492.44 893--498 423.41 1108--498

-156.17 4--499 -1440.53 893--499 -1342.41 1101--499

49.98 4--499 517.93 896--499 442.08 1101--499

-47.52 4--503 -463.43 900--503 -439.64 1105--503

55.45 4--503 573.91 903--503 481.38 1108--503

Due to MEMBER Due to MEMBER

SIDL NOS. CarriageWay NOS.
DL COMB. LL (kN) LL COMB. live load (kN)
1 4--275 -200.7 2868--275 -389.63
1 4--275 214.05 2868--275 412.99

#N/A #N/A -810.9 2868--278 -1566.88

#N/A #N/A 215.12 2868--279 415.06

Page 67
#N/A #N/A -810.9 2868--278 -1566.88
#N/A #N/A 215.12 2868--279 415.07

#N/A #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A

Page 68
 SLS force ULS force
with govrn. with govrn.
live load (kN)live load (kN)
#N/A #N/A
#N/A #N/A

#N/A #N/A
#N/A #N/A

#N/A #N/A
#N/A #N/A

#N/A #N/A
#N/A #N/A

SLS force ULS force

with govrn. with govrn.
live load (kN)live load (kN)
-7150.32 -8876
264 395

-4649.08 -6711
610.71 900

-2686.24 -3944
759.01 1117

-2359.55 -3464
811.1 1193

-761.22 -1116
923.17 1355

SLS force ULS force

with govrn. with govrn.
live load (kN)live load (kN)
34.56 17
229.52 342

#N/A #N/A
#N/A #N/A

Page 69
#N/A #N/A
#N/A #N/A

#N/A #N/A
#N/A #N/A

Page 70
 7.0 STRESS CHECK 1.1

Stress Check For Sls- g p= 1.1

Item Unit 1 2 3 4 5
Support End Varying L/8 L/4 L/2
Chainage of Section from left support m 0.000 3.070 3.509 7.018 14.035

Section Property (Beam Only)

Area of beam m2 0.861 0.675 0.675 0.675 0.675

Depth of beam m 2.000 2.000 2.000 2.000 2.000
CG from bottom m 0.942 0.859 0.859 0.859 0.859
Inertia of beam m4 0.344 0.325 0.325 0.325 0.325
Zt m3 0.325 0.285 0.285 0.285 0.285
Zb m4 0.365 0.379 0.379 0.379 0.379

Section Property (Composite)

Area of Composite section m2 1.619 1.432 1.432 1.432 1.432

Depth of Composite section m 2.240 2.240 2.240 2.240 2.240
CG from bottom m 1.493 1.526 1.526 1.526 1.526
Inertia of Composite section m4 0.907 0.896 0.896 0.896 0.896
Zt m3 0.747 1.255 1.255 1.255 1.255
Zb m4 0.607 0.587 0.587 0.587 0.587

Details of First Stage Prestressing after 14 th Day

No of Rows No 0.93 1.21 1.93 2.64 3.07

Prestressing Force (P1)*gsup t 276.6 574.5 574.5 787.3 915.0
CG of Cables from Bottom m 0.263 0.243 0.199 0.166 0.167
Eccentricity of Cables m 0.678 0.616 0.660 0.693 0.692
Prestressing Factor (Top) -0.926 -0.681 -0.834 -0.951 -0.947
Prestressing Factor (Bottom) 3.019 3.111 3.226 3.314 3.311

Dead Load Moments 1st Stage t-m 25.03 76.29 87.02 148.79 198.03

Stress due to Dead Load

Top t/m2 77.0 267.8 305.5 522.4 695.2

Bottom t/m2 -68.5 -201.5 -229.9 -393.1 -523.2

Elastic Shortening Loss (ELOSS) t 6.6 13.2 44.0 66.0 66.0

Stress due to P-Eloss

Top t/m2 -250.2 -382.0 -442.2 -686.2 -803.7

Bottom t/m2 815.2 1746.0 1711.3 2390.6 2810.8

Stress after Eloss

Top t/m2 -173.2 -114.2 -136.7 -163.8 -108.5

Bottom t/m2 746.6 1544.5 1481.4 1997.5 2287.6

Stress at CG of Cable GR1 t/m2 625.5 1343.2 1320.3 1818.6 2087.7

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment t/m2 984.4 1331.8 1569.5 1953.1 0.0

Average Stress at CG of Cables t/m2 1625.9 16.3 mpa

Page 71
 7.0 STRESS CHECK 1.1

Check for loss due to Elastic Shortening

(0.5xAverage stressxEsteel/Econc.xAcablexncable1)
0.5 x485.1x195000/33,80,000.0x1.76x0.0018753x100 = 4.1 t

Losses From 14 to 21 day Area of cable = ishr = 1 if eloss = 1

0.000139 if creep = 1 E= 2E+07
Creep loss due to GR I cables t 0.259 0.259 0.26 0.26 0.26
Shrinkage loss due to GR I cables t 0.05 0.05 0.05 0.05 0.05
("shr&dayps1&"-shr"&dayps2&")" &"*nocable1*acable*ecable*ifshr"

Relaxation Loss due to GR1 cables uts = 26 jforce = 0.75 if relax = 1

relax1000 2.5 (For Low relaxation Steel)
Relaxation Factor
Relaxation Loss t 20.32 42.96 39.81 54.11 63.72
=Relaxation factor*(1-(0.7-((P1-Eloss)/(nocable1*uts)))/0.2)*jforce*relax1000/100*uts*nocable1*ifrelax

Total Loss (C+S+R) t 20.63 43.27 40.12 54.42 64.03

Stress due to (C+S+R)

Top t/m2 19.1 29.5 33.4 51.8 60.6

Bottom t/m2 -62.3 -134.6 -129.4 -180.4 -212.0

Stress At 21 day

Top t/m2 -154.1 -84.8 -103.3 -112.0 -47.8

Bottom t/m2 684.4 1409.9 1352.0 1817.1 2075.6

Stress at CG of Cable GR1 t/m2 573.9 1228.5 1207.1 1657.5 1898.4

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment t/m2 901.2 1217.8 1432.3 1777.9 0.0

Average Stress at CG of Cables t/m2 1482.2 14.8 mpa

Shuttering Load Moments t-m 0.10 0.10 0.10 0.10 0.10

Stress due to Shuttering (for deck slab casting)

Top t/m2 0.3 0.4 0.4 0.4 0.4

Bottom t/m2 -0.3 -0.3 -0.3 -0.3 -0.3

Losses From 21st day to 28th day

Creep loss of GR1 Cable t 0.36 0.48 0.76 1.04 1.20

Shrinkage loss of GR1 Cable t 0.13 0.17 0.27 0.37 0.43
=(shr21-shr28)*nocable2*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 2.35 4.95 4.87 6.68 7.76

Total Loss (C+S+R) t 2.8 5.6 5.9 8.1 9.4

Stress due to (C+S+R)

Page 72
 7.0 STRESS CHECK 1.1

Top t/m2 2.6 3.8 4.9 7.7 8.9

Bottom t/m2 -8.6 -17.4 -19.0 -26.8 -31.1

Stress at 28th day before casting of deck slab

Top t/m2 -151.1 -80.6 -98.0 -104.0 -38.6

Bottom t/m2 675.5 1392.2 1332.7 1790.1 2044.2

Stress at CG of GR1 Cable t/m2 566.63 1213.50 1190.26 1633.30 1870.42

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR1) t/m2 890.1 1201.9 1411.8 1751.9 0.0

Average Stress at CG of GR1 Cable t/m2 1461.1 14.611 mpa

Check for Creep loss of GR1 Cable t 0.2

Dead Load Moments due to Deck Slab t-m 36.39 122.15 140.25 244.67 326.27

Stress due to Deck load moments

Top t/m2 111.9 428.8 492.4 858.9 1145.4

Bottom t/m2 -99.7 -322.7 -370.6 -646.4 -862.0

Stress after casting of deck slab

Top t/m2 -39.2 348.2 394.4 754.9 1106.8

Bottom t/m2 575.9 1069.5 962.1 1143.7 1182.2

Stress due to release of Shuttering Load

Top of Deck t/m2 -0.1 -0.1 -0.1 -0.1 -0.1

Top of Girder t/m2 -0.1 -0.1 -0.1 -0.1 -0.1
Bottom of Girder t/m2 0.2 0.2 0.2 0.2 0.2

Stress release due to hardening of solid slab i.e density reduces from 2.60 to 2.5 t/m3

Top of Deck t/m2 -4.9 -9.7 -11.2 -19.5 -26.0

Top of Girder t/m2 -3.7 -6.5 -7.4 -12.9 -17.3
Bottom of Girder t/m2 6.0 20.8 23.9 41.7 55.6

Stress after release of Shuttering Load & hardening of deck slab

Top of Deck t/m2 -5.0 -9.8 -11.3 -19.6 -26.1

Top of Girder t/m2 -43.0 341.7 386.9 741.9 1089.5
Bottom of Girder t/m2 582.0 1090.4 986.2 1185.5 1237.9

Prestressing Factor (after Composite action)

losses from 28 th 45 day

Creep loss of GR1 Cable t 0.36 0.47 0.75 1.02 1.19

Page 73
 7.0 STRESS CHECK 1.1

Shrinkage loss of GR1 Cable t 0.13 0.17 0.27 0.37 0.43

=(shr28-shr45)*nocable2*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 2.35 4.95 4.87 6.68 7.76

Total Loss (C+S+R) t 2.8 5.6 5.9 8.1 9.4

GR1 Cable
Top -1.029 -0.324 -0.359 -0.385 -0.384
Bottom 2.642 2.883 2.958 3.015 3.012

Stress due to (C+S+R)

Top of Deck t/m2 2.92 0.92 1.02 1.09 1.09
Top t/m2 1.8 -0.1 0.0 0.1 0.1
Bottom t/m2 -7.5 -8.2 -8.4 -8.5 -8.5

Stress at 45 the day before shifting of bearing

Top of Deck t/m2 -2.09 -8.89 -10.23 -18.47 -24.98

Top t/m2 -41.2 341.7 386.9 742.0 1089.6
Bottom t/m2 574.5 1082.2 977.8 1176.9 1229.4

Dead Load Moments due to bearing shift t-m 0.00 0.00 0.00 0.00 0.00
Gain in moment t-m 0.00 0.00 0.00 0.00 0.00

Stress gain during bearing shift

Top of Deck t/m2 0.0 0.0 0.0 0.0 0.0
Top t/m2 0.0 0.0 0.0 0.0 0.0
Bottom t/m2 0.0 0.0 0.0 0.0 0.0

Stress at 45 the day after shifting of bearing

Top of Deck t/m2 -2.09 -8.89 -10.23 -18.47 -24.98
Top t/m2 -41.2 341.7 386.9 742.0 1089.6
Bottom t/m2 574.5 1082.2 977.8 1176.9 1229.4

Stress at CG of GR1 Cable t/m2 493.43 992.40 918.97 1140.95 1217.70

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR1) t/m2 742.9 955.7 1030.0 1179.3 608.8

Average Stress at CG of GR1 Cable t/m2 1039.5 10.395 mpa

Losses from 45 to 56 day

Creep loss of GR1 Cable t 0.11 0.15 0.23 0.32 0.37

Shrinkage loss of GR1 Cable t 0.05 0.06 0.10 0.13 0.15
=(shr45-shr56)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 1.63 3.44 3.38 4.63 5.38

Total Loss (C+S+R) t 1.8 3.6 3.7 5.1 5.9

Page 74
 7.0 STRESS CHECK 1.1

Stress due to (C+S+R)

Top of Deck t/m2 1.8 0.6 0.6 0.7 0.7

Top of Girder t/m2 1.1 0.0 0.0 0.0 0.0
Bottom of Girder t/m2 -4.7 -5.2 -5.3 -5.4 -5.4

Stress at 56th day before laying SIDL

Top of Deck t/m2 -0.2 -8.3 -9.6 -17.8 -24.3

Top of Girder t/m2 -40.1 341.6 386.9 742.0 1089.6
Bottom of Girder t/m2 569.8 1077.1 972.5 1171.6 1224.0

Stress at CG of GR1 Cable t/m2 489.48 987.87 914.21 1136.01 1212.77

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR1) t/m2 738.7 951.0 1025.1 1174.4 0.0

Average Stress at CG of GR1 Cable t/m2 1034.8 10.348 mpa

Moments Due to Shift of Bearings t-m 0.00 0.00 0.00 0.00 0.00

Stress due to Shift of bearings

Top of Deck t/m2 0.0 0.0 0.0 0.0 0.0

Top of Girder t/m2 0.0 0.0 0.0 0.0 0.0
Bottom of Girder t/m2 0.0 0.0 0.0 0.0 0.0

Stress after Shift of bearings

Top of Deck t/m2 -0.2 -8.3 -9.6 -17.8 -24.3

Top of Girder t/m2 -40.1 341.6 386.9 742.0 1089.6
Bottom of Girder t/m2 569.8 1077.1 972.5 1171.6 1224.0

SIDL applied at 56th day

Moments due to SIDL t-m 4.75 15.62 17.94 31.62 44.49

Stress due to SIDL

Top of Deck t/m2 6.4 12.4 14.3 25.2 35.4

Top of Girder t/m2 4.8 8.3 9.5 16.7 23.5
Bottom of Girder t/m2 -7.8 -26.6 -30.5 -53.8 -75.7

Creep loss of GR1 Cable t 0.37 0.48 0.76 1.04 1.21

Shrinkage loss of GR1 Cable t 0.68 0.89 1.42 1.94 2.26
=(shr56-0)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 0.00 0.00 0.00 0.00 0.00

Total Loss (C+S+R) t 1.0 1.4 2.2 3.0 3.5

Stress due to (C+S+R)

Page 75
 7.0 STRESS CHECK 1.1

Top of Deck t/m2 1.1 0.4 0.8 1.2 1.3

Top of Girder t/m2 0.7 0.0 0.0 0.1 0.1
Bottom of Girder t/m2 -2.8 -4.0 -6.4 -9.0 -10.4

Stress during Service at Infinity

Top of Deck t/m2 7.2 4.6 5.5 8.5 12.5

Top of Girder t/m2 -34.5 349.9 396.4 758.8 1113.2
Bottom of Girder t/m2 559.2 1046.6 935.5 1108.7 1137.8

Stress at CG of GR1 Cable t/m2 486.51 920.14 842.94 1017.67 1043.90

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR1) t/m2 703.3 881.5 930.3 1030.8 0.0

Average Stress at CG of GR1 Cable t/m2 929.4

Moment due to Live Load t-m 46.3 144.1 163.7 284.5 472.5

Stress Due to Live Load

Top of Deck t/m2 62.1 114.7 130.4 226.6 376.4
Top of Girder t/m2 47.2 76.2 86.5 150.4 249.8
Bottom of Girder t/m2 -76.3 -245.3 -278.7 -484.4 -804.5

Stress due to Differential Shrinkage & Creep

Force t 110.46 110.46 110.46 110.46 110.46

Eccentricity m 0.63 0.59 0.59 0.59 0.59
Top of Deck Slab t/m2 15.16 -16.39 -16.39 -16.39 -16.39
Top of Girder t/m2 106.89 111.81 111.81 111.81 111.81
Bottom t/m2 -45.75 -34.58 -34.58 -34.58 -34.58

Stress Due to Temperature Rise

Top of Deck t/m2 460.3 464.4 464.4 464.4 464.4
Top of Girder t/m2 -115.2 -122.3 -122.3 -122.3 -122.3
Bottom of Girder t/m2 252.1 151.1 151.1 151.1 151.1

Stress Due to Temperature Fall

Top of Deck t/m2 -224.8 -222.4 -222.4 -222.4 -222.4
Top of Girder t/m2 136.6 146.7 146.7 146.7 146.7
Bottom of Girder t/m2 -291.1 -241.2 -241.2 -241.2 -241.2

Check For Rare Combination

Stress at Service with Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+1.0 Live load
Top of Deck t/m2 69.3 119.3 135.8 235.2 388.8
Top of Girder t/m2 12.7 426.0 482.9 909.3 1363.1
Bottom of Girder t/m2 482.9 801.3 656.8 624.3 333.3

Stress after Differential Shrinkage & Creep with Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+1.0 Live load+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 84.4 102.9 119.5 218.8 372.5
Top of Girder t/m2 119.6 537.8 594.8 1021.1 1474.9
Bottom of Girder t/m2 437.2 766.7 622.3 589.8 298.7

Page 76
 7.0 STRESS CHECK 1.1

Stress after Differential Shrinkage & Creep without Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 22.3 -11.8 -10.9 -7.8 -3.9
Top of Girder t/m2 72.3 461.7 508.2 870.6 1225.0
Bottom of Girder t/m2 513.5 1012.0 900.9 1074.2 1103.2

Stress with Temperature Rise

Live Load as Leading load & Temperature Rise as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+1.0 Live load+1.0 Differential Shrinkage & Creep+0.6 Temperat
Top of Deck t/m2 360.6 381.6 398.1 497.4 651.1
Top of Girder t/m2 50.5 464.4 521.4 947.7 1401.5
Bottom of Girder t/m2 588.4 857.4 712.9 680.4 389.4

Temperature Rise as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+1.0 Tempera
Top of Deck t/m2 529.2 538.6 551.2 626.5 742.7
Top of Girder t/m2 -7.4 396.5 450.8 861.1 1290.1
Bottom of Girder t/m2 708.3 979.1 843.1 862.0 650.9

Temperature Rise as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+1.0 Differential Shrinkage & Creep+1.0 Temperature Rise
Top of Deck t/m2 482.7 452.6 453.5 456.5 460.5
Top of Girder t/m2 -42.8 339.3 385.9 748.3 1102.7
Bottom of Girder t/m2 765.5 1163.1 1052.0 1225.3 1254.3

Stress with Temperature Fall

Live Load as Leading load & Temperature Fall as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+1.0 Live load+1.0 Differential Shrinkage & Creep+0.6 Temperat
Top of Deck t/m2 -50.4 -30.5 -14.0 85.3 239.0
Top of Girder t/m2 201.6 625.8 682.8 1109.1 1562.9
Bottom of Girder t/m2 262.5 622.0 477.6 445.1 154.0

Temperature Fall as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+1.0 Tempera
Top of Deck t/m2 -155.9 -148.2 -135.6 -60.3 55.9
Top of Girder t/m2
244.4 665.5 719.8 1130.1 1559.1
Bottom of Girder t/m2 165.2 586.8 450.8 469.7 258.7

Temperature Fall as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+1.0 Differential Shrinkage & Creep+1.0 Temperature Fall
Top of Deck t/m2 -202.4 -234.3 -233.4 -230.3 -226.4
Top of Girder t/m2 209.0 608.3 654.9 1017.3 1371.7
Bottom of Girder t/m2 222.4 770.8 659.8 833.0 862.0

Check For Frequent Combination

Stress at Service with Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+0.75 Live load
Top of Deck t/m2 53.7 90.6 103.3 178.5 294.8
Top of Girder t/m2 0.9 407.0 461.3 871.6 1300.6
Bottom of Girder t/m2
502.0 862.6 726.5 745.4 534.4

Stress after Differential Shrinkage & Creep

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 68.9 74.2 86.9 162.1 278.4

Page 77
 7.0 STRESS CHECK 1.1

Top of Girder t/m2 107.8 518.8 573.1 983.5 1412.4

Bottom of Girder t/m2 456.3 828.0 691.9 710.9 499.8

Stress with Temperature Rise

Live Load as Leading load & Temperature Rise as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+0.5 Tempera
Top of Deck t/m2 299.0 306.4 319.1 394.3 510.6
Top of Girder t/m2 50.2 457.6 512.0 922.3 1351.2
Bottom of Girder t/m2 582.3 903.6 767.5 786.4 575.4

Temperature Rise as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+0.20 Live load+1.0 Differential Shrinkage & Creep+0.6 Tempera
Top of Deck t/m2 310.9 289.8 293.8 316.1 350.0
Top of Girder t/m2 12.7 403.5 452.1 827.3 1201.6
Bottom of Girder t/m2 649.4 1053.6 935.9 1067.9 1033.0

Temperature Rise as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+1.0 Differential Shrinkage & Creep+0.6 Temperature Rise
Top of Deck t/m2 298.5 266.8 267.7 270.8 274.7
Top of Girder t/m2 3.2 388.3 434.8 797.2 1151.6
Bottom of Girder t/m2 664.7 1102.6 991.6 1164.8 1193.9

Stress with Temperature Fall

Live Load as Leading load & Temperature Fall as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+0.5 Tempera
Top of Deck t/m2 -43.5 -37.0 -24.4 50.9 167.1
Top of Girder t/m2 176.1 592.1 646.5 1056.8 1485.7
Bottom of Girder t/m2 310.7 707.4 571.3 590.3 379.2

Temperature Fall as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+0.20 Live load+1.0 Differential Shrinkage & Creep+0.6 Tempera
Top of Deck t/m2 -100.1 -122.3 -118.3 -96.0 -62.1
Top of Girder t/m2 163.8 564.9 613.5 988.7 1363.0
Bottom of Girder t/m2 323.6 818.2 700.5 832.6 797.6

Temperature Fall as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+1.0 Differential Shrinkage & Creep+0.6 Temperature Fall
Top of Deck t/m2 -112.5 -145.3 -144.4 -141.3 -137.4
Top of Girder t/m2 154.3 549.7 596.2 958.6 1313.0
Bottom of Girder t/m2 338.8 867.3 756.2 929.4 958.5

AFTER LONG TERM (INFINITY) LOSSES WITH TEMP WITHOUT LIVE LOA
(Temp Rise)

Top of Deck t/m2 467.5 469.0 469.9 472.9 476.9

Top of Girder t/m2 -149.7 227.5 274.1 636.5 990.9
Bottom of Girder t/m2 811.3 1197.7 1086.6 1259.9 1288.9

AFTER LONG TERM (INFINITY) LOSSES WITH TEMP WITHOUT LIVE LOA
(Temp fall)

Top of Deck t/m2 -217.6 -217.9 -217.0 -213.9 -210.0

Top of Girder t/m2 102.1 496.5 543.1 905.5 1259.9
Bottom of Girder t/m2 268.1 805.4 694.3 867.6 896.6

AFTER LONG TERM (INFINITY) LOSSES WITH TEMP WITHOUT LIVE LOA
(Temp Max)

Page 78
 7.0 STRESS CHECK 1.1

Top of Deck t/m2 467.5 469.0 469.9 472.9 476.9

Top of Girder t/m2 102.1 496.5 543.1 905.5 1259.9
Bottom of Girder t/m2 811.3 1197.7 1086.6 1259.9 1288.9

AFTER LONG TERM (INFINITY) LOSSES WITH TEMP WITHOUT LIVE LOA
(Temp Max)

Top of Deck t/m2 -217.6 -217.9 -217.0 -213.9 -210.0

Top of Girder t/m2 -149.7 227.5 274.1 636.5 990.9
Bottom of Girder t/m2 268.1 805.4 694.3 867.6 896.6

finish

Page 79
 8.0 STRESS CHECK 0.9

Stress Check For Sls- gp= 0.9

Item Unit 1 2 3 4 5
Support End Varying L/8 L/4 L/2
Chainage of Section from left support m 0.000 3.070 3.509 7.018 14.035

Section Property (Beam Only)

Area of beam m2 0.861 0.675 0.675 0.675 0.675

Depth of beam m 2.000 2.000 2.000 2.000 2.000
CG from bottom m 0.942 0.859 0.859 0.859 0.859
Inertia of beam m4 0.344 0.325 0.325 0.325 0.325
Zt m3 0.325 0.285 0.285 0.285 0.285
Zb m4 0.365 0.379 0.379 0.379 0.379

Section Property (Composite)

Area of Composite section m2 1.619 1.432 1.432 1.432 1.432

Depth of Composite section m 2.240 2.240 2.240 2.240 2.240
CG from bottom m 1.493 1.526 1.526 1.526 1.526
Inertia of Composite section m4 0.907 0.896 0.896 0.896 0.896
Zt m3 0.747 1.255 1.255 1.255 1.255
Zb m4 0.607 0.587 0.587 0.587 0.587

Details of First Stage Prestressing after 14 th Day

No of Rows No 0.93 1.21 1.93 2.64 3.07

Prestressing Force (P1)*gsup t 226.3 470.1 470.1 644.2 748.6
CG of Cables from Bottom m 0.263 0.243 0.199 0.166 0.167
Eccentricity of Cables m 0.678 0.616 0.660 0.693 0.692
Prestressing Factor (Top) -0.926 -0.681 -0.834 -0.951 -0.947
Prestressing Factor (Bottom) 3.019 3.111 3.226 3.314 3.311

Dead Load Moments 1st Stage t-m 25.03 76.29 87.02 148.79 198.03

Stress due to Dead Load

Top t/m2 77.0 267.8 305.5 522.4 695.2

Bottom t/m2 -68.5 -201.5 -229.9 -393.1 -523.2

Elastic Shortening Loss (ELOSS) t 5.4 10.8 36.0 54.0 54.0

Stress due to P-Eloss

Top t/m2 -204.7 -312.6 -361.8 -561.4 -657.6

Bottom t/m2 667.0 1428.6 1400.1 1955.9 2299.7

Stress after Eloss

Top t/m2 -127.7 -44.8 -56.3 -39.1 37.7

Bottom t/m2 598.4 1227.0 1170.2 1562.8 1776.5

Stress at CG of Cable GR1 t/m2 502.8 1072.7 1048.1 1430.2 1631.4

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment t/m2 787.7 1060.4 1239.2 1530.8 0.0

Average Stress at CG of Cables t/m2 1280.7 12.8 mpa

Page 80
 8.0 STRESS CHECK 0.9

Check for loss fue to Elastic Shortening

(0.5xAverage stressxEsteel/Econc.xAcablexncable1)
0.5 x353.5x195000/33,80,000.0x1.76x0.0018753x100 = 3.0 t

Losses From 14 to 21 day Area of cable = ishr = 1 if eloss = 1

0.000139 if creep = 1 E= 2E+07
Creep loss due to GR I cables t 0.20 0.20 0.20 0.20 0.20
Shrinkage loss due to GR I cables t 0.05 0.05 0.05 0.05 0.05
("shr&dayps1&"-shr"&dayps2&")" &"*nocable1*acable*ecable*ifshr"

Relaxation Loss due to GR1 cables uts = 26 jforce = 0.75 if relax = 1

relax1000 2.5 (For Low relaxation Steel)
Relaxation Factor
Relaxation Loss t 16.45 34.93 32.22 43.78 51.57
=Relaxation factor*(1-(0.7-((P1-Eloss)/(nocable1*uts)))/0.2)*jforce*relax1000/100*uts*nocable1*ifrelax

Total Loss (C+S+R) t 16.71 35.18 32.47 44.04 51.83

Stress due to (C+S+R)

Top t/m2 15.5 23.9 27.1 41.9 49.1

Bottom t/m2 -50.4 -109.4 -104.7 -145.9 -171.6

Stress at 21 day

Top t/m2 -112.2 -20.8 -29.3 2.8 86.7

Bottom t/m2 548.0 1117.6 1065.5 1416.9 1604.9

Stress at CG of Cable GR1 t/m2 461.0 979.5 956.5 1299.8 1478.3

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR1) t/m2 720.2 968.0 1128.2 1389.1 0.0

Average Stress at CG of Cables GR1 t/m2 1164.4 11.6 mpa

Shuttering Load Moments t-m 0.10 0.10 0.10 0.10 0.10

Stress due to Shuttering (for deck slab casting)

Top t/m2 0.3 0.4 0.4 0.4 0.4

Bottom t/m2 -0.3 -0.3 -0.3 -0.3 -0.3

Losses From 21st day to 28th day If 2nd stage > 21days multiply by = 0

Creep loss of GR1 Cable t 0.29 0.37 0.59 0.81 0.95

Shrinkage loss of GR1 Cable t 0.13 0.17 0.27 0.37 0.43
=(shr21-shr28)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 1.90 4.03 3.95 5.41 6.28

Total Loss (C+S+R) t 2.3 4.6 4.8 6.6 7.7

Page 81
 8.0 STRESS CHECK 0.9

Stress due to (C+S+R)

Top t/m2 2.1 3.1 4.0 6.3 7.3

Bottom t/m2 -7.0 -14.2 -15.5 -21.9 -25.4

Stress at 28th day before casting of deck slab

Top t/m2 -109.8 -17.3 -24.9 9.5 94.3

Bottom t/m2 540.7 1103.1 1049.7 1394.8 1579.3

Stress at CG of GR1 Cable t/m2 455.04 967.15 942.75 1280.11 1455.41

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR1) t/m2 711.1 954.9 1111.4 1367.8 0.0

Average Stress at CG of GR1 Cable t/m2 1147.1 11.471 mpa

Dead Load Moments due to Deck Slab t-m 36.39 122.15 140.25 244.67 326.27

Stress due to Deck load moments

Top t/m2 111.9 428.8 492.4 858.9 1145.4

Bottom t/m2 -99.7 -322.7 -370.6 -646.4 -862.0

Stress after casting of deck slab

Top t/m2 2.2 411.5 467.5 868.4 1239.8

Bottom t/m2 441.1 780.4 679.2 748.4 717.3

Stress due to release of Shuttering Load

Top of Deck t/m2 -0.1 -0.1 -0.1 -0.1 -0.1

Top of Girder t/m2 -0.1 -0.1 -0.1 -0.1 -0.1
Bottom of Girder t/m2 0.2 0.2 0.2 0.2 0.2

Stress release due to hardening of solid slab i.e density reduces fro 2.60 to 2.5 t/m3

Top of Deck t/m2 -4.9 -9.7 -11.2 -19.5 -26.0

Top of Girder t/m2 -3.7 -6.5 -7.4 -12.9 -17.3
Bottom of Girder t/m2 6.0 20.8 23.9 41.7 55.6

Stress after release of Shuttering Load & hardening of deck slab

Top of Deck t/m2 -5.0 -9.8 -11.3 -19.6 -26.1

Top of Girder t/m2 -1.6 405.0 460.0 855.4 1222.5
Bottom of Girder t/m2 447.2 801.3 703.2 790.2 773.0

Prestressing Factor (after Composite action)

losses from 28 th 45 day

Creep loss of GR1 Cable t 0.28 0.37 0.59 0.80 0.93

Shrinkage loss of GR1 Cable t 0.13 0.17 0.27 0.37 0.43

Page 82
 8.0 STRESS CHECK 0.9

=(shr28-shr45)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 1.90 4.03 3.95 5.41 6.28

Total Loss (C+S+R) t 2.3 4.6 4.8 6.6 7.6

GR1 Cable
Top -1.029 -0.324 -0.359 -0.385 -0.384
Bottom 2.642 2.883 2.958 3.015 3.012

Stress due to (C+S+R)

Top of Deck t/m2 2.38 0.75 0.83 0.89 0.89
Top t/m2 1.5 0.0 0.0 0.0 0.0
Bottom t/m2 -6.1 -6.7 -6.8 -7.0 -7.0

Stress at 45 the day before shifting of bearing

Top of Deck t/m2 -2.63 -9.06 -10.42 -18.68 -25.18

Top t/m2 -0.2 404.9 460.0 855.5 1222.5
Bottom t/m2 441.1 794.7 696.4 783.2 766.0

Dead Load Moments due to bearing shift t-m 0.00 0.00 0.00 0.00 0.00
Gain in moment t-m 0.00 0.00 0.00 0.00 0.00

Stress gain during bearing shift

Top of Deck t/m2 0.0 0.0 0.0 0.0 0.0
Top t/m2 0.0 0.0 0.0 0.0 0.0
Bottom t/m2 0.0 0.0 0.0 0.0 0.0

Stress at 45 the day after shifting of bearing

Top of Deck t/m2 -2.63 -9.06 -10.42 -18.68 -25.18
Top t/m2 -0.2 404.9 460.0 855.5 1222.5
Bottom t/m2 441.1 794.7 696.4 783.2 766.0

Stress at CG of GR1 Cable t/m2 382.99 747.38 672.84 789.20 804.13

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR1) t/m2 565.2 710.1 731.0 796.7 402.1

Average Stress at CG of GR1 Cable t/m2 726.9 7.269 mpa

Losses from 45 to 56 day

Creep loss of GR1 Cable t 0.08 0.10 0.16 0.22 0.26

Shrinkage loss of GR1 Cable t 0.05 0.06 0.10 0.13 0.15
=(shr45-shr56)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 1.32 2.79 2.74 3.75 4.36

Total Loss (C+S+R) t 1.4 3.0 3.0 4.1 4.8

Page 83
 8.0 STRESS CHECK 0.9

Stress due to (C+S+R)

Top of Deck t/m2 1.5 0.5 0.5 0.6 0.6

Top of Girder t/m2 0.9 0.0 0.0 0.0 0.0
Bottom of Girder t/m2 -3.8 -4.2 -4.3 -4.4 -4.3

Stress at 56th day before laying SIDL

Top of Deck t/m2 -1.1 -8.6 -9.9 -18.1 -24.6

Top of Girder t/m2 0.8 404.9 460.0 855.5 1222.5
Bottom of Girder t/m2 437.3 790.5 692.1 778.9 761.7

Stress at CG of GR1 Cable t/m2 379.80 743.72 669.00 785.21 800.14

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR1) t/m2 561.8 706.4 727.1 792.7 0.0

Average Stress at CG of GR1 Cable t/m2 723.1 7.231 mpa

Moments Due to Shift of Bearings t-m 0 0.00 0.00 0.00 0.00

Stress due to Shift of bearings

Top of Deck t/m2 0.0 0.0 0.0 0.0 0.0

Top of Girder t/m2 0.0 0.0 0.0 0.0 0.0
Bottom of Girder t/m2 0.0 0.0 0.0 0.0 0.0

Stress after Shift of bearings

Top of Deck t/m2 -1.1 -8.6 -9.9 -18.1 -24.6

Top of Girder t/m2 0.8 404.9 460.0 855.5 1222.5
Bottom of Girder t/m2 437.3 790.5 692.1 778.9 761.7

SIDL applied at 56th day

Moments due to SIDL t-m 4.75 15.62 17.94 31.62 44.49

Stress due to SIDL

Top of Deck t/m2 6.4 12.4 14.3 25.2 35.4

Top of Girder t/m2 4.8 8.3 9.5 16.7 23.5
Bottom of Girder t/m2 -7.8 -26.6 -30.5 -53.8 -75.7

Creep loss of GR1 Cable t 0.26 0.33 0.53 0.73 0.85

Shrinkage loss of GR1 Cable t 0.68 0.89 1.42 1.94 2.26
=(shr56-0)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 0.00 0.00 0.00 0.00 0.00

Total Loss (C+S+R) t 0.9 1.2 1.9 2.7 3.1

Page 84
 8.0 STRESS CHECK 0.9

Stress due to (C+S+R)

Top of Deck t/m2 1.0 0.4 0.7 1.0 1.2

Top of Girder t/m2 0.6 0.0 0.0 0.1 0.1
Bottom of Girder t/m2 -2.5 -3.5 -5.8 -8.1 -9.4

Stress during Service at Infinity

Top of Deck t/m2 6.2 4.2 5.1 8.1 12.0

Top of Girder t/m2 6.2 413.1 469.5 872.3 1246.1
Bottom of Girder t/m2 427.0 760.4 655.8 717.0 676.6

Stress at CG of GR1 Cable t/m2 371.57 668.64 591.02 658.31 621.15

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR1) t/m2 520.1 629.8 624.7 639.7 0.0

Average Stress at CG of GR1 Cable t/m2 609.5

Moment due to Live Load t-m 46.3 144.1 163.7 284.5 472.5

Stress Due to Live Load

Top of Deck t/m2 62.1 114.7 130.4 226.6 376.4
Top of Girder t/m2 47.2 76.2 86.5 150.4 249.8
Bottom of Girder t/m2 -76.3 -245.3 -278.7 -484.4 -804.5

Stress due to Differential Shrinkage & Creep

Force t 110.46 110.46 110.46 110.46 110.46

Eccentricity m 0.63 0.59 0.59 0.59 0.59
Top of Deck Slab t/m2 15.16 -16.39 -16.39 -16.39 -16.39
Top of Girder t/m2 106.89 111.81 111.81 111.81 111.81
Bottom t/m2 -45.75 -34.58 -34.58 -34.58 -34.58

Stress Due to Temperature Rise

Top of Deck t/m2 460.3 464.4 464.4 464.4 464.4
Top of Girder t/m2 -115.2 -122.3 -122.3 -122.3 -122.3
Bottom of Girder t/m2 252.1 151.1 151.1 151.1 151.1

Stress Due to Temperature Fall

Top of Deck t/m2 -224.8 -222.4 -222.4 -222.4 -222.4
Top of Girder t/m2 136.6 146.7 146.7 146.7 146.7
Bottom of Girder t/m2 -291.1 -241.2 -241.2 -241.2 -241.2

Check For Rare Combination

Stress at Service with Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Live load
Top of Deck t/m2 68.2 119.0 135.4 234.7 388.4
Top of Girder t/m2 53.4 489.3 556.1 1022.7 1496.0
Bottom of Girder t/m2 350.7 515.1 377.1 232.6 -127.9

Stress after Differential Shrinkage & Creep with Live Load

Page 85
 8.0 STRESS CHECK 0.9

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Live load+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 83.4 102.6 119.1 218.3 372.0
Top of Girder t/m2 160.3 601.1 667.9 1134.5 1607.8
Bottom of Girder t/m2 305.0 480.5 342.6 198.0 -162.5

Stress after Differential Shrinkage & Creep without Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+ 0.9 Prestress+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 21.3 -12.1 -11.3 -8.3 -4.4
Top of Girder t/m2 113.1 524.9 581.3 984.1 1357.9
Bottom of Girder t/m2 381.3 725.8 621.2 682.4 642.0

Stress with Temperature Rise

Live Load as Leading load & Temperature Rise as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Live load+1.0 Differential Shrinkage & Creep+0.6 Temper
Top of Deck t/m2 359.6 381.2 397.7 496.9 650.6
Top of Girder t/m 2
91.2 527.7 594.5 1061.1 1534.4
Bottom of Girder t/m2 456.2 571.2 433.2 288.7 -71.8

Temperature Rise as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+1.0 Tempe
Top of Deck t/m2 528.2 538.3 550.8 626.0 742.3
Top of Girder t/m2
33.4 459.7 523.9 974.6 1423.0
Bottom of Girder t/m2 576.1 693.0 563.3 470.2 189.8

Temperature Rise as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Differential Shrinkage & Creep+1.0 Temperature Rise
Top of Deck t/m2 481.7 452.2 453.1 456.1 460.0
Top of Girder t/m2
-2.1 402.6 459.0 861.7 1235.6
Bottom of Girder t/m2 633.3 876.9 772.3 833.5 793.1

Stress with Temperature Fall

Live Load as Leading load & Temperature Fall as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Live load+1.0 Differential Shrinkage & Creep+0.6 Tempera
Top of Deck t/m2 -51.5 -30.9 -14.4 84.8 238.5
Top of Girder t/m2 242.3 689.1 755.9 1222.5 1695.8
Bottom of Girder t/m2 130.3 335.8 197.8 53.3 -307.2

Temperature Fall as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+1.0 Temper
Top of Deck t/m2 -156.9 -148.5 -136.0 -60.8 55.4
Top of Girder t/m2 285.2 728.7 792.9 1243.6 1692.0
Bottom of Girder t/m2 32.9 300.7 171.0 77.9 -202.5

Temperature Fall as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Differential Shrinkage & Creep+1.0 Temperature Fall
Top of Deck t/m2 -203.4 -234.6 -233.7 -230.7 -226.8
Top of Girder t/m2 249.7 671.6 728.0 1130.7 1504.6
Bottom of Girder t/m2 90.2 484.6 380.0 441.2 400.8

Check For Frequent Combination

Stress at Service with Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.75 Live load
Top of Deck t/m2 52.7 90.3 102.9 178.1 294.3
Top of Girder t/m2 41.6 470.3 534.4 985.1 1433.5

Page 86
 8.0 STRESS CHECK 0.9

Bottom of Girder t/m2 369.8 576.4 446.8 353.7 73.2

Stress after Differential Shrinkage & Creep

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 67.9 73.9 86.5 161.7 277.9
Top of Girder t/m2 148.5 582.1 646.2 1096.9 1545.3
Bottom of Girder t/m2 324.0 541.8 412.2 319.1 38.6

Stress with Temperature Rise

Live Load as Leading load & Temperature Rise as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+0.5 Tempe
Top of Deck t/m2 298.0 306.1 318.7 393.9 510.1
Top of Girder t/m2 90.9 520.9 585.1 1035.7 1484.1
Bottom of Girder t/m2 450.1 617.4 487.8 394.7 114.2

Temperature Rise as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.20 Live load+1.0 Differential Shrinkage & Creep+0.6 Tempe
Top of Deck t/m2 309.9 289.4 293.4 315.7 349.5
Top of Girder t/m2 53.4 466.8 525.2 940.8 1334.5
Bottom of Girder t/m2 517.2 767.4 656.2 676.2 571.8

Temperature Rise as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Differential Shrinkage & Creep+0.6 Temperature Rise
Top of Deck t/m2 297.5 266.5 267.3 270.3 274.2
Top of Girder t/m2 44.0 451.5 507.9 910.7 1284.5
Bottom of Girder t/m2 532.5 816.5 711.9 773.1 732.7

Stress with Temperature Fall

Live Load as Leading load & Temperature Fall as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+0.5 Temper
Top of Deck t/m2 -44.5 -37.3 -24.8 50.4 166.7
Top of Girder t/m2 216.8 655.4 719.6 1170.2 1618.6
Bottom of Girder t/m2 178.5 421.3 291.6 198.5 -81.9

Temperature Fall as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.20 Live load+1.0 Differential Shrinkage & Creep+0.6 Temper
Top of Deck t/m2 -101.1 -122.7 -118.7 -96.4 -62.6
Top of Girder t/m2 204.5 628.2 686.6 1102.2 1495.9
Bottom of Girder t/m2
191.3 532.0 420.8 440.8 336.4

Temperature Fall as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Differential Shrinkage & Creep+0.6 Temperature Fall
Top of Deck t/m2 -113.5 -145.6 -144.8 -141.8 -137.9
Top of Girder t/m2 195.1 612.9 669.3 1072.1 1445.9
Bottom of Girder t/m2 206.6 581.1 476.5 537.7 497.3

AFTER LONG TERM (INFINITY) LOSSES WITH TEMP WITHOUT LIVE LO

(Temp Rise)

Top of Deck t/m2 466.5 468.6 469.5 472.5 476.4

Top of Girder t/m2 -109.0 290.8 347.2 749.9 1123.8
Bottom of Girder t/m2 679.1 911.5 806.9 868.1 827.7

AFTER LONG TERM (INFINITY) LOSSES WITH TEMP WITHOUT LIVE LO

(Temp fall)

Page 87
 8.0 STRESS CHECK 0.9

Top of Deck t/m2 -218.6 -218.2 -217.4 -214.4 -210.4

Top of Girder t/m2 142.8 559.8 616.2 1018.9 1392.8
Bottom of Girder t/m2 135.9 519.2 414.6 475.8 435.4

AFTER LONG TERM (INFINITY) LOSSES WITH TEMP WITHOUT LIVE LO

(Temp Max)

Top of Deck t/m2 466.5 468.6 469.5 472.5 476.4

Top of Girder t/m2 142.8 559.8 616.2 1018.9 1392.8
Bottom of Girder t/m2 679.1 911.5 806.9 868.1 827.7

AFTER LONG TERM (INFINITY) LOSSES WITH TEMP WITHOUT LIVE LO

(Temp Max)

Top of Deck t/m2 -218.6 -218.2 -217.4 -214.4 -210.4

Top of Girder t/m2 -109.0 290.8 347.2 749.9 1123.8
Bottom of Girder t/m2 135.9 519.2 414.6 475.8 435.4

Check For Quasi Parmanent Combination

Stress at Service with Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.00 Live load

Top of Deck t/m2 6.2 4.2 5.1 8.1 12.0

Top of Girder t/m2 6.2 413.1 469.5 872.3 1246.1
Bottom of Girder t/m2 427.0 760.4 655.8 717.0 676.6

Stress after Differential Shrinkage & Creep

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.00 Live load+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 21.3 -12.1 -11.3 -8.3 -4.4
Top of Girder t/m2 113.1 524.9 581.3 984.1 1357.9
Bottom of Girder t/m2 381.3 725.8 621.2 682.4 642.0

Stress with Temperature Rise

Live Load as Leading load & Temperature Rise as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.00 Live load+1.0 Differential Shrinkage & Creep+0.5 Tempe
Top of Deck t/m2 251.5 220.0 220.9 223.9 227.8
Top of Girder t/m2 55.5 463.8 520.2 922.9 1296.8
Bottom of Girder t/m2
507.3 801.4 696.8 758.0 717.6

Temperature Rise as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.00 Live load+1.0 Differential Shrinkage & Creep+0.5 Tempe
Top of Deck t/m2 251.5 220.0 220.9 223.9 227.8
Top of Girder t/m2 55.5 463.8 520.2 922.9 1296.8
Bottom of Girder t/m2
507.3 801.4 696.8 758.0 717.6

Temperature Rise as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Differential Shrinkage & Creep+0.5 Temperature Rise
Top of Deck t/m2 251.5 220.0 220.9 223.9 227.8
Top of Girder t/m2 55.5 463.8 520.2 922.9 1296.8
Bottom of Girder t/m2 507.3 801.4 696.8 758.0 717.6

Stress with Temperature Fall

Live Load as Leading load & Temperature Fall as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.00 Live load+1.0 Differential Shrinkage & Creep+0.5 Temper
Top of Deck t/m2 -91.0 -123.4 -122.5 -119.5 -115.6

Page 88
 8.0 STRESS CHECK 0.9

Top of Girder t/m2 181.4 598.3 654.7 1057.4 1431.3

Bottom of Girder t/m2 235.7 605.2 500.6 561.8 521.4

Temperature Fall as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+0.00 Live load+1.0 Differential Shrinkage & Creep+0.5 Temper
Top of Deck t/m2 -91.0 -123.4 -122.5 -119.5 -115.6
Top of Girder t/m2 181.4 598.3 654.7 1057.4 1431.3
Bottom of Girder t/m2 235.7 605.2 500.6 561.8 521.4

Temperature Fall as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+0.9 Prestress+1.0 Differential Shrinkage & Creep+0.5 Temperature Fall
Top of Deck t/m2 -91.0 -123.4 -122.5 -119.5 -115.6
Top of Girder t/m2 181.4 598.3 654.7 1057.4 1431.3
Bottom of Girder t/m2 235.7 605.2 500.6 561.8 521.4

Stress for Tension in Slab

Temp Rise
Min. Stress deck slab TOP t/m2 359.6 381.2 397.7 456.1 460.0
Min. Stress Deck Slab Bottom' t/m2 -2.1 402.6 459.0 861.7 1235.6

Temp Fall
Min. Stress deck slab TOP t/m2 -203.4 -234.6 -233.7 -230.7 -226.8
Min. Stress Deck Slab Bottom' t/m2 242.3 671.6 728.0 1130.7 1504.6

Stress for Tension in Girder

Temp Rise
Min. Stress Girder Bottom' t/m2 456.2 571.2 433.2 288.7 -71.8
Temp Fall
Min. Stress Girder Bottom' t/m3 32.9 300.7 171.0 53.3 -307.2

Page 89
 9.0 STRESS CHECK 1.0
Stress Check For Sls- gp= 1.00
Item Unit 1 2 3 4 5
Support End Varying L/8 L/4 L/2
Chainage of Section from left
m 0.000 3.070 3.509 7.018 14.035
support

Section Property (Beam Only)

Area of beam m2 0.861 0.675 0.675 0.675 0.675

Depth of beam m 2.000 2.000 2.000 2.000 2.000
CG from bottom m 0.942 0.859 0.859 0.859 0.859
Inertia of beam m4 0.344 0.325 0.325 0.325 0.325
Zt m3 0.325 0.285 0.285 0.285 0.285
Zb m4 0.365 0.379 0.379 0.379 0.379

Section Property (Composite)

Area of Composite section m2 1.619 1.432 1.432 1.432 1.432

Depth of Composite section m 2.240 2.240 2.240 2.240 2.240
CG from bottom m 1.493 1.526 1.526 1.526 1.526
Inertia of Composite section m4 0.907 0.896 0.896 0.896 0.896
Zt m3 0.747 1.255 1.255 1.255 1.255
Zb m4 0.607 0.587 0.587 0.587 0.587

Details of First Stage Prestressing after 14 th Day

No of Rows No 0.93 1.21 1.93 2.64 3.07

Prestressing Force (P1)*gsup t 251.5 328.9 522.3 715.7 831.8
CG of Cables from Bottom m 0.263 0.231 0.199 0.166 0.167
Eccentricity of Cables m 0.678 0.628 0.660 0.693 0.692
Prestressing Factor (Top) -0.926 -0.721 -0.834 -0.951 -0.947
Prestressing Factor (Bottom) 3.019 3.141 3.226 3.314 3.311

Dead Load Moments 1st Stage t-m 25.03 76.29 87.02 148.79 198.03

Stress due to Dead Load

Top t/m2 77.0 267.8 305.5 522.4 695.2

Bottom t/m2 -68.5 -201.5 -229.9 -393.1 -523.2

Elastic Shortening Loss (ELOSS) t 6.0 12.0 40.0 60.0 60.0

Stress due to P-Eloss

Top t/m2 -227.4 -228.3 -402.0 -623.8 -730.6

Bottom t/m2 741.1 995.1 1555.7 2173.3 2555.2

Stress after Eloss

Top t/m2 -150.4 39.5 -96.5 -101.4 -35.4

Bottom t/m2 672.5 793.6 1325.8 1780.2 2032.0

Stress at CG of Cable GR1 t/m2 564.1 706.4 1184.2 1624.4 1859.6

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment t/m2 635.2 945.3 1404.3 1742.0 0.0

Average Stress at CG of Cables t/m2 1390.6 13.9 mpa

Page 90
 9.0 STRESS CHECK 1.0

Check for loss Due to Elastic Shortening

(0.5xAverage stressxEsteel/Econc.xAcablexncable1)
0.5 x417.4x195000/33,80,000.0x1.76x0.0018753x100 = 3.6 t

Losses From 14 to 21 day Area of cable = ishr = 1 if eloss = 1

0.000139 if creep = 1 E= 2E+07
Creep loss due to GR I cables t 0.22 0.22 0.22 0.22 0.22
Shrinkage loss due to GR I cables t 0.05 0.05 0.05 0.05 0.05
("shr&dayps1&"-shr"&dayps2&")" &"*nocable1*acable*ecable*ifshr"

Relaxation Loss due to GR1 cables uts = 26 jforce = 0.75 if relax = 1

relax1000 2.5 (For Low relaxation Steel)
Relaxation Factor
Relaxation Loss t 18.38 23.71 36.01 48.94 57.65
=Relaxation factor*(1-(0.7-((P1-Eloss)/(nocable1*uts)))/0.2)*jforce*relax1000/100*uts*nocable1*ifrelax

Total Loss (C+S+R) t 18.66 23.99 36.29 49.22 57.92

Stress due to (C+S+R)

Top t/m2 17.3 17.3 30.2 46.8 54.8

Bottom t/m2 -56.3 -75.3 -117.0 -163.1 -191.8

Stress At 21 day

Top t/m2 -133.1 56.8 -66.3 -54.6 19.4

Bottom t/m2 616.2 718.2 1208.8 1617.0 1840.3

Stress at CG of Cable GR1 t/m2 517.5 641.7 1081.8 1478.7 1688.4

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR t/m2 579.6 861.8 1280.3 1583.5 0.0

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress at CG of Cables GR1 t/m2 1265.6 12.7 mpa

Shuttering Load Moments t-m 0.10 0.10 0.10 0.10 0.10

Stress due to Shuttering (for deck slab casting)

Top t/m2 0.3 0.4 0.4 0.4 0.4

Bottom t/m2 -0.3 -0.3 -0.3 -0.3 -0.3

Losses From 21st day to 28th day If 2nd stage > 21days multiply by = 0

Creep loss of GR1 Cable t 0.31 0.41 0.65 0.88 1.03

Shrinkage loss of GR1 Cable t 0.13 0.17 0.27 0.37 0.43
=(shr21-shr28)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 2.12 2.78 4.41 6.04 7.02

Total Loss (C+S+R) t 2.6 3.4 5.3 7.3 8.5

Page 91
 9.0 STRESS CHECK 1.0
Stress due to (C+S+R)

Top t/m2 2.4 2.4 4.4 6.9 8.0

Bottom t/m2 -7.7 -10.5 -17.2 -24.2 -28.1

Stress at 28th day before casting of deck slab

Top t/m2 -130.5 59.6 -61.5 -47.3 27.8

Bottom t/m2 608.2 707.4 1191.3 1592.6 1811.9

Stress at CG of GR1 Cable t/m2 510.89 632.51 1066.61 1456.85 1663.08

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR t/m2 571.7 849.6 1261.7 1560.0 0.0

Average Stress at CG of GR1 Cable t/m2 1247.0 12.470 mpa

Dead Load Moments due to Deck Slab t-m 36.39 122.15 140.25 244.67 326.27

Stress due to Deck load moments

Top t/m2 111.9 428.8 492.4 858.9 1145.4

Bottom t/m2 -99.7 -322.7 -370.6 -646.4 -862.0

Stress after casting of deck slab

Top t/m2 -18.5 488.4 430.9 811.6 1173.2

Bottom t/m2 508.5 384.7 820.8 946.2 949.9

Stress due to release of Shuttering Load

Top of Deck t/m2 -0.1 -0.1 -0.1 -0.1 -0.1

Top of Girder t/m2 -0.1 -0.1 -0.1 -0.1 -0.1
Bottom of Girder t/m2 0.2 0.2 0.2 0.2 0.2

Stress release due to hardening of solid slab i.e density reduces 2.60 to 2.5 t/m3

Top of Deck t/m2 -4.9 -9.7 -11.2 -19.5 -26.0

Top of Girder t/m2 -3.7 -6.5 -7.4 -12.9 -17.3
Bottom of Girder t/m2 6.0 20.8 23.9 41.7 55.6

Stress after release of Shuttering Load & hardening of deck slab

Top of Deck t/m2 -5.0 -9.8 -11.3 -19.6 -26.1

Top of Girder t/m2 -22.3 481.9 423.4 798.6 1155.9
Bottom of Girder t/m2 514.7 405.7 844.8 988.0 1005.6

Prestressing Factor (after Composite action)

losses from 28 th 45 day
Creep loss of GR1 Cable t 0.306 0.401 0.636 0.872 1.013
Shrinkage loss of GR1 Cable t 0.13 0.17 0.27 0.37 0.43
=(shr28-shr45)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 2.12 2.78 4.41 6.04 7.02

Page 92
 9.0 STRESS CHECK 1.0

Total Loss (C+S+R) t 2.6 3.3 5.3 7.3 8.5

GR1 Cable
Top -1.029 -0.333 -0.359 -0.385 -0.384
Bottom 2.642 2.903 2.958 3.015 3.012
Stress due to (C+S+R)
Top of Deck t/m2 2.63 0.85 0.92 0.99 0.98
Top t/m2 1.6 0.0 0.0 0.1 0.1
Bottom t/m2 -6.8 -7.4 -7.6 -7.7 -7.7

Stress at 45 the day before shifting of bearing

Top of Deck t/m2 -2.37 -8.96 -10.33 -18.58 -25.08

Top t/m2 -20.7 481.8 423.4 798.7 1156.0
Bottom t/m2 507.9 398.2 837.2 980.3 997.9

Dead Load Moments due to bearing sh t-m 0.00 0.00 0.00 0.00 0.00
Gain in moment t-m 0.00 0.00 0.00 0.00 0.00

Stress gain during bearing shift

Top of Deck t/m2 0.0 0.0 0.0 0.0 0.0
Top t/m2 0.0 0.0 0.0 0.0 0.0
Bottom t/m2 0.0 0.0 0.0 0.0 0.0

Stress at 45 the day after shifting of bearing

Top of Deck t/m2 -2.37 -8.96 -10.33 -18.58 -25.08
Top t/m2 -20.7 481.8 423.4 798.7 1156.0
Bottom t/m2 507.9 398.2 837.2 980.3 997.9

Stress at CG of GR1 Cable t/m2 438.30 407.91 796.05 965.26 1011.12

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR t/m2 423.1 602.0 880.7 988.2 505.6

Average Stress at CG of GR1 Cable t/m2 825.6 8.256 mpa

Losses from 45 to 56 day

Creep loss of GR1 Cable t 0.09 0.12 0.19 0.26 0.30

Shrinkage loss of GR1 Cable t 0.05 0.06 0.10 0.13 0.15
=(shr45-shr56)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 1.47 1.93 3.06 4.19 4.87

Total Loss (C+S+R) t 1.6 2.1 3.3 4.6 5.3

Stress due to (C+S+R)

Top of Deck t/m2 1.66 0.54 0.58 0.62 0.62

Top of Girder t/m2 1.0 0.0 0.0 0.0 0.0
Bottom of Girder t/m2 -4.3 -4.7 -4.8 -4.8 -4.8

Stress at 56th day before laying SIDL

Page 93
 9.0 STRESS CHECK 1.0

Top of Deck t/m2 -0.7 -8.4 -9.8 -18.0 -24.5

Top of Girder t/m2 -19.7 481.8 423.4 798.7 1156.0
Bottom of Girder t/m2 503.7 393.6 832.5 975.4 993.1

Stress at CG of GR1 Cable t/m2 434.74 403.78 791.77 960.81 1006.68

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR t/m2 419.3 597.8 876.3 983.7 0.0

Average Stress at CG of GR1 Cable t/m2 821.3 8.213 mpa

Moments Due to Shift of Bearings t-m 0 0.00 0.00 0.00 0.00

Stress due to Shift of bearings

Top of Deck t/m2 0.0 0.0 0.0 0.0 0.0

Top of Girder t/m2 0.0 0.0 0.0 0.0 0.0
Bottom of Girder t/m2 0.0 0.0 0.0 0.0 0.0

Stress after Shift of bearings

Top of Deck t/m2 -0.7 -8.4 -9.8 -18.0 -24.5

Top of Girder t/m2 -19.7 481.8 423.4 798.7 1156.0
Bottom of Girder t/m2 503.7 393.6 832.5 975.4 993.1

SIDL applied at 56th day

Moments due to SIDL t-m 4.75 15.62 17.94 31.62 44.49

Stress due to SIDL

Top of Deck t/m2 6.4 12.4 14.3 25.2 35.4

Top of Girder t/m2 4.8 8.3 9.5 16.7 23.5
Bottom of Girder t/m2 -7.8 -26.6 -30.5 -53.8 -75.7

Creep loss of GR1 Cable t 0.29 0.38 0.60 0.83 0.96

Shrinkage loss of GR1 Cable t 0.68 0.89 1.42 1.94 2.26
=(shr56-0)*nocable*acable*ecable*ifshr
Relaxation loss of GR1 Cable t 0.00 0.00 0.00 0.00 0.00

Total Loss (C+S+R) t 1.0 1.3 2.0 2.8 3.2

Stress due to (C+S+R)

Top of Deck t/m2 1.0 0.4 0.7 1.1 1.2

Top of Girder t/m2 0.6 0.0 0.0 0.1 0.1
Bottom of Girder t/m2 -2.6 -3.7 -6.0 -8.4 -9.7

Stress during Service at Infinity

Top of Deck t/m2 6.6 4.4 5.3 8.3 12.2

Top of Girder t/m2 -14.2 490.1 432.9 815.5 1179.6
Bottom of Girder t/m2 493.3 363.3 796.0 913.3 907.6

Page 94
 9.0 STRESS CHECK 1.0

Stress at CG of GR1 Cable t/m2 429.19 321.79 717.26 838.36 832.94

Segment Length m 3.070 0.439 3.509 7.018 0.000

Average Stress for Each Segment (GR t/m2 375.5 519.5 777.8 835.6 0.0

Average Stress at CG of GR1 Cable t/m2 710.7

Moment due to Live Load t-m 46.3 144.1 163.7 284.5 472.5

Stress Due to Live Load

Top of Deck t/m2 62.1 114.7 130.4 226.6 376.4
Top of Girder t/m2 47.2 76.2 86.5 150.4 249.8
Bottom of Girder t/m2 -76.3 -245.3 -278.7 -484.4 -804.5

Stress due to Differential Shrinkage & Creep

Force t 110.46 110.46 110.46 110.46 110.46

Eccentricity m 0.63 0.59 0.59 0.59 0.59
Top of Deck Slab t/m2 15.16 -16.39 -16.39 -16.39 -16.39
Top of Girder t/m2 106.89 111.81 111.81 111.81 111.81
Bottom t/m2 -45.75 -34.58 -34.58 -34.58 -34.58

Stress Due to Temperature Rise

Top of Deck t/m2 460.3 464.4 464.4 464.4 464.4
Top of Girder t/m2 -115.2 -122.3 -122.3 -122.3 -122.3
Bottom of Girder t/m2 252.1 151.1 151.1 151.1 151.1

Stress Due to Temperature Fall

Top of Deck t/m2 -224.8 -222.4 -222.4 -222.4 -222.4
Top of Girder t/m2 136.6 146.7 146.7 146.7 146.7
Bottom of Girder t/m2 -291.1 -241.2 -241.2 -241.2 -241.2

Check For Rare Combination

Stress at Service with Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+1.0 Live load
Top of Deck t/m2 68.7 119.2 135.6 234.9 388.6
Top of Girder t/m2
33.0 566.2 519.5 965.9 1429.5
Bottom of Girder t/m2 417.0 118.0 517.3 428.9 103.1

Stress after Differential Shrinkage & Creep with Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+1.0 Live load+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 83.9 102.8 119.2 218.5 372.2
Top of Girder t/m2
139.9 678.0 631.3 1077.7 1541.3
Bottom of Girder t/m2 371.3 83.4 482.7 394.3 68.6

Stress after Differential Shrinkage & Creep without Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 21.8 -11.9 -11.1 -8.1 -4.2
Top of Girder t/m2
92.7 601.9 544.7 927.3 1291.4
Bottom of Girder t/m2 447.5 328.7 761.4 878.7 873.1

Stress with Temperature Rise

Live Load as Leading load & Temperature Rise as accompanying load

Page 95
 9.0 STRESS CHECK 1.0
1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+1.0 Live load+1.0 Differential Shrinkage & Creep+0.6 Tem
Top of Deck t/m2 360.0 381.4 397.9 497.1 650.8
Top of Girder t/m2 70.8 604.6 557.9 1004.3 1467.9
Bottom of Girder t/m2 522.5 174.1 573.4 485.0 159.2

Temperature Rise as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+1.0 Te
Top of Deck t/m2 528.7 538.5 551.0 626.2 742.5
Top of Girder t/m2 12.9 536.7 487.3 917.8 1356.5
Bottom of Girder t/m2 642.4 295.9 703.5 666.5 420.8

Temperature Rise as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+1.0 Differential Shrinkage & Creep+1.0 Temperature Rise
Top of Deck t/m2 482.1 452.4 453.3 456.3 460.2
Top of Girder t/m2 -22.5 479.5 422.4 805.0 1169.1
Bottom of Girder t/m2 699.6 479.8 912.5 1029.8 1024.2

Stress with Temperature Fall

Live Load as Leading load & Temperature Fall as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+1.0 Live load+1.0 Differential Shrinkage & Creep+0.6 Temp
Top of Deck t/m2 -51.0 -30.7 -14.2 85.0 238.7
Top of Girder t/m2
221.9 766.0 719.3 1165.7 1629.3
Bottom of Girder t/m2 196.6 -61.3 338.0 249.6 -76.1

Temperature Fall as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+1.0 Te
Top of Deck t/m2 -156.4 -148.3 -135.8 -60.6 55.6
Top of Girder t/m2
264.7 805.7 756.3 1186.8 1625.5
Bottom of Girder t/m2 99.2 -96.4 311.2 274.2 28.5

Temperature Fall as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+1.0 Differential Shrinkage & Creep+1.0 Temperature Fall
Top of Deck t/m2 -203.0 -234.4 -233.6 -230.5 -226.6
Top of Girder t/m2
229.3 748.5 691.4 1074.0 1438.1
Bottom of Girder t/m2 156.5 87.5 520.2 637.5 631.9

Check For Frequent Combination

Stress at Service with Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+0.75 Live load
Top of Deck t/m2 53.2 90.5 103.0 178.2 294.5
Top of Girder t/m2 21.2 547.2 497.8 928.3 1367.0
Bottom of Girder t/m2 436.1 179.3 587.0 550.0 304.3

Stress after Differential Shrinkage & Creep

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep
Top of Deck t/m2 68.3 74.1 86.6 161.9 278.1
Top of Girder t/m2 128.1 659.0 609.6 1040.1 1478.8
Bottom of Girder t/m2 390.3 144.8 552.4 515.4 269.7

Stress with Temperature Rise

Live Load as Leading load & Temperature Rise as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+0.5 Te
Top of Deck t/m2 298.5 306.3 318.8 394.0 510.3
Top of Girder t/m2 70.5 597.8 548.5 979.0 1417.6
Bottom of Girder t/m2 516.4 220.3 627.9 590.9 345.2

Page 96
 9.0 STRESS CHECK 1.0

Temperature Rise as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+0.20 Live load+1.0 Differential Shrinkage & Creep+0.6 Te
Top of Deck t/m2 310.4 289.6 293.6 315.9 349.7
Top of Girder t/m2
33.0 543.7 488.6 884.0 1268.0
Bottom of Girder t/m2 583.5 370.3 796.3 872.5 802.8

Temperature Rise as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+1.0 Differential Shrinkage & Creep+0.6 Temperature Rise
Top of Deck t/m2 298.0 266.7 267.5 270.5 274.4
Top of Girder t/m2
23.6 528.5 471.3 853.9 1218.0
Bottom of Girder t/m2 598.8 419.4 852.1 969.4 963.7

Stress with Temperature Fall

Live Load as Leading load & Temperature Fall as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.1 Prestress+0.75 Live load+1.0 Differential Shrinkage & Creep+0.5 Te
Top of Deck t/m2 -44.0 -37.1 -24.6 50.6 166.9
Top of Girder t/m2 196.4 732.3 683.0 1113.5 1552.1
Bottom of Girder t/m2 244.8 24.2 431.8 394.8 149.1

Temperature Fall as Leading load & Live Load as accompanying load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+0.20 Live load+1.0 Differential Shrinkage & Creep+0.6 Te
Top of Deck t/m2 -100.6 -122.5 -118.5 -96.2 -62.4
Top of Girder t/m2 184.1 705.1 650.0 1045.4 1429.4
Bottom of Girder t/m2 257.6 135.0 560.9 637.1 567.5

Temperature Fall as Leading load & No Live Load

1.0 DL+1.0 SIDL-1+1.2-SIDL-2+1.0 Prestress+1.0 Differential Shrinkage & Creep+0.6 Temperature Fall
t/m2 -113.1 -145.4 -144.6 -141.6 -137.6
Top of Girder t/m2 174.7 689.9 632.7 1015.3 1379.4
Bottom of Girder t/m2 272.9 184.0 616.7 734.0 728.4

SUMMARY OF SHORT-TERM LOSSES

1ST Stage Prestressing

Loss due to Friction & Slip t 0.33 0.50 0.68 0.93 1.08
Loss due to Elastic shortening t 6.0 12.0 40.0 60.0 60.0
Loss due to Creep t 1.2 1.5 2.3 3.1 3.5
Loss due to Shrinkage t 1.0 1.3 2.1 2.9 3.3
Loss due to Relaxation of Steel t 18.4 23.7 36.0 48.9 57.6
Total Loss t 27.0 39.1 81.1 115.8 125.6

Total % age Loss 10.7 11.9 15.5 16.2 15.1

Summary of loses
Loss due to Friction & Slip 0.133 %
Loss due to Elastic shortening 6.708 %
Loss due to Creep 0.438 %
Loss due to Shrinkage 0.403 %
Loss due to Relaxation of Steel 6.960 %
Total Loss 14.642 %

finish

Page 97
 10.0 MOR AND VUR
Stress check for ULS-(gp=1.0) Support End Vr. L/8 L/4 L/2
Section from left Unit 1 2 3 4 5
m 0.000 3.070 3.509 7.018 14.035
Section Property
Thickness of Web m 0.30 0.20 0.20 0.20 0.20
Height of girder only m 2.00 2.000 2.00 2.00 2.00
Thickness of deck slab m 0.240 0.240 0.240 0.240 0.240
Height of Composite Section m 2.240 2.240 2.240 2.240 2.240
Area of Composite Section m2 1.619 1.432 1.432 1.432 1.432
Width of Top Flange m 3.157 3.157 3.157 3.157 3.157
CG from bottom m 1.493 1.526 1.526 1.526 1.526
Inertia of composite section m4 0.907 0.896 0.896 0.896 0.896
Zt m3 0.747 1.255 1.255 1.255 1.255
Zb m3 0.607 0.587 0.587 0.587 0.587
Zb of Girder only m3 0.365 0.379 0.379 0.379 0.379

Details of Prestressing (after all losses)

Net prestressing force in Stage 1
t 251.5 328.9 522.3 715.7 831.8
prestressing

Total No of strands 13 17 27 37 43

CG of cables from bottom m 0.263 0.243 0.199 0.166 0.167

Net eccentricity from bottom m 1.230 1.283 1.327 1.361 1.359

Vertical Comp. of Stage 1
t 0.0 0.0 0.0 0.0 0.0
Prestressing
Vertical Comp. of Stage 2
t 0.0 0.0 0.0 0.0 0.0
Prestressing
Vertical Component of Prestress t 0.0 0.0 0.0 0.0 0.0
Bottom fibre stress due to Prestress Mpa 6.9 8.7 13.8 18.9 22.0

Shear Forces Corrosponding to Maximum

Moments
DL of Girder t 39.7 32.8 29.6 21.7 2.8
DL of Deck slab t 60.7 52.9 49.7 34.4 2.3
SIDL t 7.5 6.7 6.4 4.6 1.0
LL t 86.1 77.7 73.9 55.0 35.4
Ultimate Shear "VNs" t 194.0 170.2 159.5 115.6 41.5
Net shear Force (reducing by Vertical comp.) "V194.0
Ed" 170.2 159.5 115.6 41.5

Torsion
DL of Girder t-m 0.0 0.0 0.0 0.0 0.0
DL of Deck slab t-m 0.0 0.0 0.0 0.0 0.0
SIDL t-m 0.0 0.0 0.0 0.0 0.0
LL t-m 0.0 0.0 0.0 0.0 0.0
Ultimate Torsion "V" t-m 0.0 0.0 0.0 0.0 0.0

Bending Moments
DL of Girder t-m 33.8 103.0 117.5 200.9 267.3
DL of Deck slab t-m 49.1 164.9 189.3 330.3 440.5
SIDL t-m 6.4 21.1 24.2 42.7 60.1

Page 98
 10.0 MOR AND VUR
LL t-m 69.5 216.1 245.5 414.9 543.4
Ultimate Moment "M" t-m 158.8 505.1 576.5 988.7 1311.3
Effective depth "d" m 1.98 2.00 2.04 2.07 2.07
Bottom fibre stress due to Ultimate B Mpa -3.52 -11.12 -12.70 -21.82 -28.97

Ultimate Moment capacity of the section As per Clause 16.4.3 of IRS CBC

Characterstic strength of tendons

"fpu" Mpa 1862 1862 1862 1862 1862
Area of strands "Aps" mm2 1803.1 2357.9 3744.9 5131.9 5964.1
fck Mpa 55.0 55.0 55.0 55.0 55.0
Intial Prestress after all losses Mpa 1394.7 1394.7 1394.7 1394.7 1394.7
Neutral
Axis m 0.057 0.073 0.105 0.132 0.132
Total Compression t 471.6 606.3 875.8 1100.4 1100.4
Intial strain in tendon 0.0072 0.0072 0.0072 0.0072 0.0072
Strain due to bending in tendon 0.1188 0.0926 0.0645 0.0515 0.0515
Maximum strain in concrete has been limited to 0.0035 as per Table 6.5
Total strain in tendon 0.1259 0.0998 0.0716 0.0587 0.0586
fpd=fpu/1.15 Mpa 1619.1 1619.1 1619.1 1619.1 1619.1
Corrosponding strain 0.0133 0.0133 0.0133 0.0133 0.0133
0.8*fpu/1.15 1295.3 1295.3 1295.3 1295.3 1295.3
Corrosponding strain 0.0116 0.0116 0.0116 0.0116 0.0116
Fb Mpa 1619.1 1619.1 1619.1 1619.1 1619.1
Total Tension t 291.9 381.8 606.3 830.9 965.7
Tension-Compression t -179.7 -224.6 -269.5 -269.5 -134.7
CG of Compression Zone from top m 0.028 0.036 0.053 0.066 0.066
Lever arm "Z" m 1.948 1.961 1.988 2.008 2.007
Mu*Z t-m 568.8 748.7 1205.7 1668.9 1938.2
Ultimate Moment t-m 158.8 505.1 576.5 988.7 1311.3
Check OK OK OK OK OK

Shear Capacity of the section As per Clause 10.3.2 & 16.5 of IRC-112

gm 1.5 1.5 1.5 1.5 1.5

fcd Mpa 24.6 24.6 24.6 24.6 24.6
scp=NED/Ac<0.2fcd Mpa 0.16 0.23 0.36 0.50 0.58
fctk Mpa 2.60 2.60 2.60 2.60 2.60
fctd=fctk/gm Mpa 1.73 1.73 1.73 1.73 1.73
k1 1 1 1 1 1
Stress at CG due to prestress alone f Mpa 0.16 0.23 0.36 0.50 0.58
Resultant stress due to Prestress &
Mpa 3.37 -2.43 1.10 -2.91 -7.00
BM
Uncracked
Comparing with Permissible tensile stress fctd Cracked Uncracked Cracked Cracked
bwc=bw-0.5f mm 257.5 115.0 157.5 157.5 157.5
S= First Mom. of area of part above m 2
0.185 0.366 0.366 0.366 0.366
VRd,max=acw*v*fcd*bw*Z/(cotq+tanq) t 245.9 165.5 168.7 171.4 171.8
VRD,c=I*bwc*(fctd +k1*scp*fctd) /S
2 0.5
t 227.9 32.8 47.0 49.0 50.2
VRD,c=I*bwc*(fctd +k1*scp*fctd) /S
2 0.5
t 227.9 ** $$ ** **
$$-Section cracked as applied shear is more than shear capacity; **-Formula is not applicable as secio
VRD,c/V 1.17 0.19 0.29 0.42 1.21

Page 99
 10.0 MOR AND VUR
Min.
Reinf. Reinf. Reinf. Reinf.
reinf.
Shear Reinforcement Requir Requir Requir Requir
Requir
ed ed ed ed
ed
fyk 500.0 500.0 500.0 500.0 500.0
Minimum Shear reinf. Ratio rwmin % 0.11 0.11 0.11 0.11 0.11
rwmin=Asw/(s.bw.sina) i.e. Asw cm 2 0.48 0.32 0.32 0.32 0.32
vED-Applied shear stress=VED/(bw*Z) Mpa 3.32 4.34 4.01 2.88 1.03
acw 1.01 1.01 1.01 1.02 1.02
v 0.49 0.49 0.49 0.49 0.49
Permissible shear stress=acw*v*fcd/(cotq+tanq) 4.21
Mpa 4.22 4.24 4.27 4.28
Status OK Check OK OK OK
q to be considered deg. 21.8 21.8 21.8 21.8 21.8
Required shear reinforcement cm2 1.4 1.2 1.1 0.8 0.3
Design shear reinforcement cm 2
1.37 1.20 1.11 0.79 0.32
Dia of bars mm 12 12 10 10 10
Spacing mm 150 150 150 150 150
Legs No. 2 2 2 2 2
Reinforcement provided cm 2
2.26 2.26 1.57 1.57 1.57
Check OK OK OK OK OK

21.8 < θ < 45

Choose θ = 21.8 21.8 21.8 21.8 21.8
(cot θ+ tan θ) 2.90 2.90 2.90 2.90 2.90

θ 21.8 21.8 21.8 21.8 21.8

0.0421 0.0421 0.0421 0.0421 0.0421
2.412 2.412 2.412 2.412 2.412
FINISH

Page 100
 11.0 TEMP. RISE

Stress Due To Thermal Effects- Temperature Rise

Effect of temperature rise

F = EC a Dt A

EC = 3.40E+06 t/m2
a = 1.20E-05 /0C
Dt = Temperature differential
A = X - sectional Area Where temp. differential is Dt

TEMPERATURE GRADIENT
( FOR CONCRETE SUPERSTRUCTURE )
( Refer IRC : 6 - 2010 ; clause 215.3 )
At Midspan

POSITIVE TEMP. DIFFERENCES

17.8
6.76
1

150 2 1.51
4.0

250

2.240
3
0

0
4
150
5 1.05

2.1

Temperature Rise case

Element
1 2 3 4 5 TOTAL
No.
Width 3.883 0.800 0.200 0.800 0.800
Height 0.240 0.131 1.513 0.206 0.150 2.240
Area 0.932 0.105 0.303 0.164 0.120 1.624
Y 0.1200 0.306 1.128 1.987 2.165
A*Y 0.112 0.032 0.341 0.327 0.260 1.072
A*Y^2 0.0134 0.0098 0.3849 0.6496 0.5625 1.620
T 6.76 1.51 0.00 0.00 1.05
A*T 6.301 0.159 0.000 0.000 0.126 6.585
A*T*Y 0.756 0.048 0.000 0.000 0.273 1.077

As per Dr. V. K . Raina's book ''Concrete Bridge Practice Analysis ,Design and Economics'' Chapter 30.

eo Sum(A) - q X Sum(A*Y) = a * Sum( A*T)

Page 101
 11.0 TEMP. RISE

eo Sum(A*Y) - q X Sum(A*Y^2) = a * Sum( A*Y*T)

P1 = Sum(A*T) * Sum(A*Y^2) = 10.669

P2 = Sum(A*Y*T) * Sum(A*Y) = 1.155
P3 = Sum(A) * Sum(A*Y^2) = 2.632
P4 = (Sum(A*Y))^2 = 1.149

Extreme Fibre Strain (eo) = a * (P1 - P2) / (P3 -P4) = 0.0000770

q (eo*Sum (A) - a * Sum (A*T)) / Sum(A*Y) = 0.0000430

Calculation of Eigen Stress

Y 0.000 0.240 0.371 1.884 2.240 m

Yxq 0.0E+00 1.0E-05 1.6E-05 8.1E-05 9.6E-05 m
T 17.800 2.560 0.000 0.000 2.100 0
c
axT 2.1E-04 3.1E-05 0.0E+00 0.0E+00 2.5E-05
fej =Ec x (eo -Yq-a x T) -464.4 122.3 207.6 -13.5 -151.1 t/m2

At Support

POSITIVE TEMP. DIFFERENCES

17.8
6.76
1

150 2 0.76
4.0

250

3
0

150
4 1.05

2.1

Temperature Rise case

Element 1 2 3 4 TOTAL
No.
Width 3.883 0.800 0.300 0.300
Height 0.240 0.226 1.624 0.150 2.240
Area 0.932 0.180 0.487 0.045 1.645
Y 0.120 0.353 1.278 2.165
A*Y 0.112 0.064 0.623 0.097 0.896
A*Y^2 0.0134 0.0225 0.7957 0.2109 1.042

Page 102
 11.0 TEMP. RISE

T 6.76 0.76 0.00 1.05

A*T 6.301 0.136 0.000 0.047 6.484
A*T*Y 0.756 0.048 0.000 0.102 0.906

As per Dr. V. K . Raina's book ''Concrete Bridge Practice Analysis ,Design and Economics'' Chapter 30.

eo Sum(A) - q X Sum(A*T) = a * Sum( A*T)

eo Sum(A*Y) - q X Sum(A*Y^2) = a * Sum( A*Y*T)

P1 = Sum(A*T) * Sum(A*Y^2) = 6.760

P2 = Sum(A*Y*T) * Sum(A*Y) = 0.812
P3 = Sum(A) * Sum(A*Y^2) = 1.715
P4 = (Sum(A*Y))^2 = 0.802

Extreme Fibre Strain (eo) = a * (P1 - P2) / (P3 -P4) = 0.0000782

q (eo*Sum (A) - a * Sum (A*T)) / Sum(A*Y) = 0.0000568

Calculation of Eigen Stress

Y 0.000 0.240 0.466 2.240 m

Yxq 0.0E+00 1.4E-05 2.6E-05 1.3E-04 m
T 17.800 2.560 0.000 2.100 0c
axT 2.1E-04 3.1E-05 0.0E+00 2.5E-05
Fej =Ec x (eo -Yq-a x T) -460.3 115.2 176.1 -252.1 t/m2

As per Dr. V. K . Raina's book ''-ve'' sign indicates compression.

Check for StressesIn stress check -ve is tension

Tension Longitudnal Reinf. For deck slab (For All Comb.)
-203.4
0.110
Point of zero stress
242.313

Allowable tension steel = 3 t/sqm

Consider 1 mt strip
Area of steel required = 1/2 x 0.110 x 203.415
3.00 x 1.00
= 3.713 cm /m
2

Provide 12 f @ 120 mm/m = 9.4 cm2/m Ok

Min. Tension Longitudnal Reinf. For Top bulb (Main Girder) (For all Comb.)

Tension reiinforcement Girder Top Flange :-

TENSION

Page 103
 11.0 TEMP. RISE

173.17

0.38

2.00

746.65

Tensile force in Top Flange =

Area of Top Flange = 0.105 sqm
depth of top Flange = 0.131 m
Tensile Force in Flange = 260.813 kN
Ast = 899.81 sqmm
Area Provide in flange = 679 sqmm
Additional area in 2.5 mtr from support = 221.22 sqmm = 12 dia 1.96 nos

Min. Tension Longitudnal Reinf. For Bottom bulb (Main Girder) (For all Comb.)

Tension reiinforcement Girder Bulb :-

1695.77

0.2
2.00
###
0.31
0 0.185
66.831

187 0.24

0.8
307.19

TENSION

Tensile force in Bottom Bulb =

Area of Bulb = 0.192 + 0.5 0.285 sqm
depth of Bulb = m
Tensile Force in bulb = 359.06 kN
Ast = 1238.74 sqmm

Page 104
 12.0 TEMP FALL

Stress Due To Thermal Effects- Temperature Fall

Effect of temperature fall

F = EC a Dt A

EC = 3.40E+06 t/m2
a = 1.20E-05 /0C
Dt = Temperature differential
A = X - sectional Area Where temp. differential is Dt

TEMPERATURE GRADIENT
( FOR CONCRETE SUPERSTRUCTURE )
( Refer IRC : 6 - 2010 ; clause 215.3 )
At Mid span

REVERSE TEMP. DIFFERENCES

-10.6
-5.85
1

250 2 -0.54
-0.7

250

2.24
3
0

200 -0.81
4
-0.8
250 5 -3.70

-6.6

Temperature Fall case

Element
1 2 3 4 5 TOTAL
No.
Width 3.883 0.800 0.200 0.800 0.800
Height 0.240 0.131 1.513 0.206 0.250 2.340
Area 0.932 0.105 0.303 0.164 0.200 1.704
Y 0.120 0.306 1.128 1.987 2.215
A*Y 0.112 0.032 0.341 0.327 0.443 1.255
A*Y^2 0.0134 0.0098 0.3849 0.6496 0.9812 2.039
T -5.85 -0.54 0.00 -0.81 -3.70
A*T -5.451 -0.057 0.000 -0.133 -0.740 -6.381
A*T*Y -0.654 -0.017 0.000 -0.265 -1.639 -2.576

Page 105
 12.0 TEMP FALL

As per Dr. V. K . Raina's book ''Concrete Bridge Practice Analysis ,Design and Economics'' Chapter 30.

eo Sum(A) - q X Sum(A*Y) = a * Sum( A*T)

eo Sum(A*Y) - q X Sum(A*Y^2) = a * Sum( A*Y*T)

P1 = Sum(A*T) * Sum(A*Y^2) = -13.011

P2 = Sum(A*Y*T) * Sum(A*Y) = -3.233
P3 = Sum(A) * Sum(A*Y^2) = 3.475
P4 = (Sum(A*Y))^2 = 1.575

Extreme Fibre Strain (eo) = a * (P1 - P2) / (P3 -P4) = -0.0000618

q (eo*Sum (A) - a * Sum (A*T)) / Sum(A*Y) = -0.0000229

Calculation of Eigen Stress

Y 0.000 0.240 0.371 1.884 2.340 m

Yxq 0.0E+00 -5.5E-06 -8.5E-06 -4.3E-05 -5.4E-05 m
T -10.600 -1.096 -0.361 0.022 -6.600 0
c
axT -1.3E-04 -1.3E-05 -4.3E-06 2.7E-07 -7.9E-05
Fej =Ec x (eo -Yq-a x T) 222.4 -146.7 -166.5 -64.4 241.2 t/m2

At Support

REVERSE TEMP. DIFFERENCES

-10.6

1 -5.85

250 2 -0.34
-0.7

200

3
0

200
-0.81
-0.8 4
250 -3.70
5
-6.6

Temperature Fall case

Element 1 2 3 4 5 TOTAL
No.
Width 3.883 0.800 0.300 0.300 0.300
Height 0.240 0.226 1.624 0.206 0.250 2.546

Page 106
 12.0 TEMP FALL

Area 0.932 0.180 0.487 0.062 0.075 1.736

Y 0.120 0.353 1.278 2.193 2.421
A*Y 0.112 0.064 0.623 0.135 0.182 1.115
A*Y^2 0.0134 0.0225 0.7957 0.2966 0.4395 1.568
T -5.85 -0.34 0.00 -0.81 -3.70
A*T -5.451 -0.061 0.000 -0.050 -0.278 -5.840
A*T*Y -0.654 -0.022 0.000 -0.110 -0.672 -1.457

As per Dr. V. K . Raina's book ''Concrete Bridge Practice Analysis ,Design and Economics'' Chapter 30.

eo Sum(A) - q X Sum(A*T) = a * Sum( A*T)

eo Sum(A*Y) - q X Sum(A*Y^2) = a * Sum( A*Y*T)

P1 = Sum(A*T) * Sum(A*Y^2) = -9.154

P2 = Sum(A*Y*T) * Sum(A*Y) = -1.625
P3 = Sum(A) * Sum(A*Y^2) = 2.722
P4 = (Sum(A*Y))^2 = 1.243

Extreme Fibre Strain (eo) = a * (P1 - P2) / (P3 -P4) = -0.0000611

q (eo*Sum (A) - a * Sum (A*T)) / Sum(A*Y) = -0.0000323

Calculation of Eigen Stress

Y 0.000 0.240 0.466 2.090 m

Yxq 0.0E+00 -7.8E-06 -1.5E-05 -6.8E-05 m
T -10.600 -1.096 0.000 -6.600 0
c
axT -1.3E-04 -1.3E-05 0.0E+00 -7.9E-05
Fej =Ec x (eo -Yq-a x T) 224.8 -136.6 -156.6 291.1 t/m2

As per Dr. V. K . Raina's book ''-ve'' sign indicates compression.

Check for StressesIn stress check -ve is tension

-203.4
0.110
Point of zero stress
242.3

Aloowable stress in steel = 3 t/sqm

Consider 1 mt strip
Area of steel required = 1/2 x 0.110 x 203.415
3.00 x 1.00
= 3.7 cm2/m
Provide 12 f @ 140 mm/m = 8.1 cm2/m Ok

FINISH

Page 107
 14.0 DESIGN OF END ANCHORAGE
(as per clause 17 IRC-18)

Err:508

300

Cross Section of Beam at Support

Permissible Bearing stress behind anchorage

Size of Anchor Block 207 mm

fcj 55 Mpa

fb = 0.48xfcjx(A2/A1)^0.5 or 0.8fcj whichever is smaller (ref cl 7.3)

A1 =0.207x0.20 = 0.043 m2
A2 =0.3*0.3 = 0.090 m2

fb = 38.3 Mpa o 3900 t/m2

0.8fcj = 4485 t/m2

hence fb = 3900 t/m2

Max force in cable after friction and slip loss Err:509 t

fb developed = Err:509 = Err:509 t/m2

Err:509
Err:509
as per clause 7.3

CEB- FIP model code has been used to calculate the increase in permissible bearing stress.
According to above code ,
Increase in permissible stress (using 16 f spirals with 300 mm ID and 50 mm spacing)
D F = 1.3*u/s*As*fyd-(Ac1-Ac2)*fcd*(1-(8*Mbdu)/(u/p *Nsdu))
where,
u = perimeter of hoop p*(0.3+0.016)= 0.992 m
s = hoop spacing = 0.05m
As = c/s area of hoop R/F = 2.01E-04 m2
 fyd = design strength of hoop = 0.87*41500 = 36105.0 t/m2
Ac1= 0.32*0.32 = 0.102 m2
Ac2 = area of concrete within hoop R/F
= p/4*0.3^2= 0.071 m2

fcj=35 t/m^2

fcd = fcj/gc = 3500*0.8/1.5= 1866.7 t/m2

Mbdu = Max moment in hoop R/Forced zone = 0

d Frdn = 1.3*0.992/0.05*2.01*10^(-4)*36105-(0.1024-0.0707)*1867*1.0
= 127.954t
Increased in permissibl136.455/(0.265*0.265) 1943 t/m^2 Err:509
Err:509
so.ok
BURSTING REINFORCEMENT

207 Err:508

800

2Yo = 800 mm
2Ypo = 207 mm
Ypo/Yo = 0.26
From table 8 of IRC-18 Fbst/Pk = 0.23
Pk = ultimate cable force = Err:509 t
Err:509 Err:509 t
Allowable stress 0.87* 41500 = 36105 t/m2
Ast Req. = Err:509 Err:509 cm2

Provide 6 nos 6 legged 12 f

Area of Steel provided 40.72 cm2 Err:509

FINISH
 13.0 Provision of Untensioned Reinforcement in Beams
1.0 Minimum Reinforcement in Longitudinal direction
(As per Cl. 6.5.4 & 16.5.6 of IRC 112)
Bulb
Perimter of bottom bulb at mid span = 1650 mm
Area of steel required in bulb = 1239 mm2
Providing 6 no 12 dia bars distributed around the perimeter of the beam
5 no 12 dia Curtailed up to l/4 eiter side from C/L
Area of Steel provided 1244 mm2 OK
Web
Perimeter of web = 2850 mm
Area of steel required in web = 1140 mm2
Providing 11 no 12 dia bars distributed around the perimeter of the beam
Area of Steel provided 1244 mm2 OK
Flange
Perimeter of flange = 1600 mm
Area of steel required in flange 640 mm2
Providing 6 no 12 dia bars distributed around the perimeter of the beam
Area of Steel provided 679 mm2 OK
Check For minimum r/f
Total Area of steel Provided 3167 mm2
Area of Steel required = 2577 mm2 OK
PROVISION OF MINIMUM REINFORCEMENT

This clause needs to be followed in case girder is in tension at bottom under rare combination of l
otherwise if it is in compression it need not to be followed

1.0 Minimum Reinforcement for crack control

(As per Cl. 12.3.3 (1) & (2) of IRC 112)

Reinforcement at bottom (in bottom flange ) shall be provided to cater for cracking moment i.e.
As,min*ss= kc*k*fct,eff*Act
Tensile strength of concrete fct,eff = 2.50 Mpa
Permissible stress in steel after crack formation = 500.0 Mpa
Maximum stress at top of Girder = 16.96 Mpa
Minimum stress at top of Girder = -3.07 Mpa
Depth of Girder = 2.000 m
Neutral axis from top = 1.943 m
Tension zone from bottom = 0.057 m
Width of section in tension = 0.800 m
Area of concrete in tension Act = 0.0453 m2
kc =0.9*Fcr/Act/fct,eff >=0.5 = 1.4
k = 1.0
As,min ss = 3.24 cm2
Provide 6 no Nos. of 12 mm dia. = 6.79 cm2 OK

Page 110
 14.0 Design of Shear Connectors

vEdi - Interface shear stress

vRdi - Resisting capacity at section
b - Ratio of longitudinal force in new concrete & the total longitudinal force
VEd - Transverse shear force
z - Lever arm
bi - Width of interface
a - Angle of reinforcement with interface
sn = Minimum cooexisting normal stress <0.6*fcd
As = Area of reinforcement crossing the joint
Aj = Interface area of joint
r = As/Aj
vEdi = b*vEd/(z*bi)
vRdi = m*sn+r*fyd*(msina+cosa)<0.5*v*fcd
Minimum area of reinforcement to resisit interface shear shall be be 0.15% of interface area

At Support AT 0 m

Shear Force Due to

Dead Load of beam = 39.66 t

Dead Load of slab = 60.74 t
SIDL = 7.49 t
Live Load ( with impact) = 86.09 t

Total shear force "V" = 193.98 t

Shear force in new concrete = 154.32 t
b = 0.80
VEd = 154.32 t
z = 1.948 m
bi = 0.800 m
m Rough surface = 0.700
fyd = 435 Mpa
a = 90 deg.
fck = 55 Mpa
fcd 0.67 /γm fck = 25 Mpa
sn Vertical component of prestress = 0.00 Mpa
As = 3602 mm2
Aj = 0.800 m2
r = 0.005
v 0.6*(1-fck/310) = 0.494
Minimum steel required = 1200 mm2
Provide 2 Legged 12Ø @ 150 c/c + 2 Legged 10Ø 150Ø
2 Legged 10Ø @ 150 c/c
Area of Steel provided = 3602 mm2 OK

vEdi = 99.0 t/m2

0.99 Mpa
vRdi = 1.37 Mpa OK

End Varying AT 3.07 m

Shear Force Due to

Dead Load of beam = 32.83 t

Dead Load of slab = 52.94 t
SIDL = 6.75 t
Live Load ( with impact) = 77.69 t

Total shear force "V" = 170.21 t

Shear force in new concrete = 137.38 t
b = 0.81

Page 111
 14.0 Design of Shear Connectors

VEd = 137.38 t
z = 1.961 m
bi = 0.800 m
m Rough = 0.700
fyd = 435 Mpa
a = 90 deg.
fck = 55 Mpa
fcd 0.67 /γm fck = 25 Mpa
sn Vertical component of prestress = 0.00 Mpa
As = 2555 mm2
Aj = 0.800 m2
r = 0.003
v 0.6*(1-fck/310) = 0.494
Minimum steel required = 1200 mm2
Provide 2 Legged 12Ø @ 150 c/c + 2 Legged 10Ø @ 150 c/c
Area of Steel provided = 2555 mm2 OK

vEdi = 87.6 t/m2

0.88 Mpa
vRdi = 0.97 Mpa OK

AT L/4 AT 7.0 m

Shear Force Due to

Dead Load of beam = 21.66 t

Dead Load of slab = 34.36 t
SIDL = 4.59 t
Live Load ( with impact) = 55.04 t

Total shear force "V" = 115.65 t

Shear force in new concrete = 93.99 t
b = 0.81
VEd = 93.99 t
z = 2.008 m
bi = 0.800 m
m Rough = 0.700
fyd = 435 Mpa
a = 90 deg.
fck = 55 Mpa
fcd 0.67 /γm fck = 25 Mpa
sn Vertical component of prestress = 0.00 Mpa
As = 2094 mm2
Aj = 0.800 m2
r = 0.003
v 0.6*(1-fck/310) = 0.494
Minimum steel required = 1200 mm2
Provide 2 Legged 10Ø @ 150 c/c + 2 Legged 10Ø @ 150 c/c
Area of Steel provided = 2094 mm2 OK

vEdi = 58.5 t/m2

0.58 Mpa
vRdi = 0.80 Mpa OK

Check for Shear in Flange Portion (As per clause 10.3.5 of IRC-112 )

As per clause 10.3.5 (4) , if vED is less than 0.4fctd no extra reinforcement above that for flexure is required.
Mix for deck slab = M 45
fctd =fctk/gm
fctk Characteristic tensile strength of conc. at strain, 5% fractile of tensile strength= 2.3 Mpa
gm = 1.5

Page 112
 14.0 Design of Shear Connectors

fctd = 1.53 Mpa

vED =DFd/(hf*Dx)

Support AT 0.0 m
Fd=vED*b = 77.8 t

End Varying AT 3.1 m

Fd=vED*b = 68.8 t

DFd between two sections = 9.0 t

hf = 0.24 m
Dx = 3.07 m
vED = 0.13 Mpa
No extra reinforcement required OK

FINISH

Page 113
END X-GIRDER FORCE SUMMURY :-

DL+ SIDL Reaction at outer support V = 1166.00 kN

Vu = FACTORED 1574.10 kN
Mu = FACTORED 1180.58 kN

DESIGN OF END X- GIRDER For

Mu

Geometric property Unit

Depth of section mm 2000
Width of section mm 400
Cover 40

Material property
fyk Mpa 500
gm 1.15
fyd Mpa 435
Permissible stress in steel Rare comb. (12.2.2-IRC112) 0.8Fyk Mpa 400
fck Mpa 35
η 1
gc 1.5
fcd Mpa 16
Permissible stress in conc. Rare comb. (12.2.1-IRC112) .48 fck Mpa 17
Dia of main R/F LEGGED LEGGED (PER M) LAYERS LAYERS
mm 25
(PER M)
LEGGED LAYERS
Spacing s mm
(PER M)
no of bars 4

Ast_provided mm2 1963

If λx < deck slab thck
λx LEGGED (PER M) LAYERS 137
λ 0.80
Effective depth, d mm 1948
d - λx/2 mm 1879
LEGGED LAYERS
(PER M)
Ultimate resisting moment, Mu KNm 1604

Xumax / d 0.458
λXumax 714
Limiting moment of resistance, Mu,lim KNm 7098
If ( Mu,lim > Mu) No
LEGGED (PER M) LAYERS
Mu = KNm 1181
Check, If Md < Mu Safe
 LEGGED LAYERS At
(PER M)
Shear resistance withour shear reinforcement supp.
d 1948
K 1.32
bw = 400.00
Asl 1963
LEGGED (PER M) LAYERS LAYERS
ρ1 = Asl / bw d ρ1 0.003
VRd,c KN 235
νmin bw d, cl 10.3.2-IRC 112 KN 217
VRd,c (adopted) 235
Ultimate design shear VEd KN 1574
Sheer Reinforcement 'Required' or 'Not Required' REQUIRED
VRd.s (N) = 1338866
Design Yield Strength shear reinforcement fywd = 0.8fywk / gm n/sqmm 320
Privide 12 dia 2 legged stirrups / m width 's' = = Asw * Z * fywd / VRd.s
s= mm c/c 101.51
Provide 12 $ 2 -L stirrpus 110 mm C/C

Stress check
Mu= 875
m =280/fy = 8.000
Width Bf mm 400
Depth Df mm 2000

Modular ratio (long t Table A4.2 (Note) 8.0

depth of NA "x" mm 170.6
if hf > x Yes
0.5 b*x2 5824129
d 1948
Ast mm2 1963
mAst1(d1- x) 27910730.3616314
0.5 b*x - mAst1(d1- x)
2
-22086602

Depth of NA 171
Icr ( section is cracked ) 5.0E+10

Rare combination for stress check KNm 875

Stress at concrete Mpa 2.97
Stress at steel Mpa 247
Safe
Crack check
b at bottom =mm 400
Cracking moment KNm 874.50
Stress at steel Mpa 247
σsc 247.4
αe 8.00
h 2000
d 1948
2.5(h - d) 131
Aceff 52500
ρp,eff = As / Ac,eff ρp,eff 0.04
kt 0.5
fct,eff 3.0
 sc  k t
f ft, eff
1   ,   0.0010
e p , eff
 p.eff  sc
 sm   cm   0 .6
Es Es

0.6 σsc / Es 0.00074

εsm - εcm 0.00098
c 40
φeq 25
Sr,max 250
Wk mm 0.24
Permissible wk mm 0.3
Check Ok

FINISH
INT. X-GIRDER FORCE SUMMARY (UN- FACTORED)
ACTIONS OF DL
Moments and Shears (Unfactored)

Memb No

BM kN-M 56.00
SF kN 69

ACTIONS OF SIDL
Moments and Shears (Unfactored)

Memb No

BM kN-M 564.0
SF kN 145.0

ACTIONS OF LL
Moments and Shears (Unfactored)

Memb No

BM kN-M 445
SF kN 194

SPV
Moments and Shears (Unfactored)

Memb No 286

BM kN-M 1681
SF kN 471

Factor DL= 1.35 LL= 1.5

INT. X-GIRDER FORCE SUMMARY ( FACTORED)

ACTIONS OF GREEN SLAB
Moments and Shears (factored)

Memb No 0

BM kN-M 76
SF kN 93.15

ACTIONS OF SIDL
Moments and Shears (factored)

Memb No

BM kN-M 761
SF kN 195.75
 ACTIONS OF LL
Moments and Shears (factored)

Memb No 0

BM kN-M 1681
SF kN 471

DESIGN OF INT X- GIRDER DL DL + LL inc.

SIDL Imp.
Mu Mu Mu

Geometric property Unit

Depth of section mm 1760 2000 2000
Width of section mm 250 250 250
Cover 40 40 100

Material property
fyk Mpa 500 500 500
gm 1.15 1.15 1.15
fyd Mpa 435 435 435
Permissible stress in steel Rare comb. (12.2.2-IRC112) 0.8Fyk Mpa 400 400 400
fck Mpa 30 30 30
η 1 1 1
gc 1.5 1.5 1.5
fcd Mpa 13 13 13
Permissible stress in conc. Rare comb. (12.2.1-IRC112) .48 fck Mpa 14 14 14
Dia of main R/F LEGGED LEGGED (PER M) LAYERS mm
LAYERS 12 25 32
LAYS
(PER M)
Spacing LEGGED s
LAYERS mm
(PER M)
no of bars 3 3 4

Ast_provided mm2 339 1473 3217

If λx < deck slab thck
λx LEGGED (PER M) LAYERS 44
LAYERS 191
LAYERS 418
LAYERS
λ 0.80 1.80 2.80
Effective depth, d mm 1714 1948 1884
d - λx/2 mm 1692 1852 1675
LEGGED LAYERS
(PER M)
Ultimate resisting moment, Mu KNm 250 1186 2343

Xumax / d 0.458 0.458 0.458

λXumax 628 714 690
Limiting moment of resistance, Mu,lim KNm 2945 3803 3559
If ( Mu,lim > Mu) No No No
LEGGED (PER M) LAYERS LAYERS LAYERS LAYERS
Mu = KNm 76 837 1681
Check, If Md < Mu Safe Safe Safe

LEGGED LAYERS At At At
(PER M)
Shear resistance withour shear reinforcement supp. supp. supp.
 d 1714 1948 1884
K 1.34 1.32 1.33
bw = 250.00 250.00 250.00
Asl 339 1473 3217
LEGGED (PER M) LAYERS LAYERS LAYERS LAYERS
ρ1 = Asl / bw d ρ1 0.001 0.003 0.007
VRd,c KN 85 148 189
νmin bw d, cl 10.3.2-IRC 112 KN 113 125 122
VRd,c (adopted) 113 148 189
Ultimate design shear VEd KN 93 289 471
Sheer Reinforcement 'Required' or 'Not Required' NOT REQUIRED REQUIRED REQUIRED
VRd.s (N) = -19909 140506 282411
Design Yield Strength shear reinforcement fywd = 0.8fywk / gm n/sqmm 320 320 320
Privide 8 dia 2 legged stirrups / m width 's' = = Asw * Z * fywd / VRd.s
s= mm c/c -2719.57 421.78 189.82
Provide 8 $ 2 -L stirrpus 150 mm C/C

FINISH FINISH
 STAAD OUTPUT DL + SIDL
1 12 16 20 133 24 28 32 36 40 107 103 99 95 91 135 87 83 7968
3 14 18 22 142 26 30 34 38 42 109 105 101 97 93 137 89 85 8170
191192 193 194 210 195 196 197 198 199 208 207 206 205 204 209 203 202 201200
9 52 53 54 145 55 56 57 58 59 122 121 120 119 118 140 435 439 11776
6 129 73

7 130 74
1044 45 46 146 47 48 49 50 51 116 115 114 113 112 141 436 440 11177
8 131 75

5 132 72
1160 61 62 144 63 64 65 66 67 128 127 126 125 124 139 437 441 12378
167 169 168

171 170 172

173189 174 175 188 176 177 178 179 180 181 187 186 185 184 183 438 442 182190
147148 149 150 166 151 152 153 154 155 164 163 162 161 160 165 159 158 157156
4 15 19 23 143 27 31 35 39 43 110 106 102 98 94 138 90 86 8271
2 13 17 21 134 25 29 33 37 41 108 104 100 96 92 136 88 84 8069
211222 226 230 349 234 238 242 246 250 317 313 309 305 301 351 297 293 289278
213224 228 232 358 236 240 244 248 252 319 315 311 307 303 353 299 295 291280
415416 417 418 434 419 420 421 422 423 432 431 430 429 428 433 427 426 425424
219262 263 264 361 265 266 267 268 269 336 335 334 333 332 356 331 330 329286
216 345 283

217 346 284

220254 255 256 362 257 258 259 260 261 328 327 326 325 324 357 323 322 321287
218 347 285

215 348 282

221270 271 272 360 273 274 275 276 277 344 343 342 341 340 355 339 338 337288
383 385 384

387 386 388

389413 390 391 412 392 393 394 395 396 397 405 403 402 401 400 408 399 398414
Y X
363364 365 366 382 367 368 369 370 371 380 379 378 377 376 381 375 374 373372 Load 1
Z 214225 229 233 359 237 241 245 249 253 320 316 312 308 304 354 300 296 292281
212223 227 231 350 235 239 243 247 251 318 314 310 306 302 352 298 294 290279
GRILLAGE PLAN PRECAST GIRDER

430. DEFINE MOVING LOAD

STAAD SPACE
431. * (FOR MAIN GIRDERS=30.00 MTR.)
432. * (INCLUDING IMPACT)
433. * 70R TRACKED LOADING (TOTAL=350 KN) (IF=.1)
434. TYPE 1 LOAD 48.125 96.25 96.25 96.25 48.125
435. DIST 0.9 0.9 0.9 0.9 WID 2.05
436. * A LOADING (IF=0.18 )
437. TYPE 2 LOAD 14.985 14.985 62.7 62.7 37.4 37.4 37.4 37.4
438. DIST 1.1 3.2 1.2 4.3 3 3 3 WID 1.8
439. * 70R WHEELED LOADING (IF=.18)
440. TYPE 3 LOAD 44 66 66 93.5 93.5 93.5 93.5
441. DIST 3.96 1.52 2.13 1.37 3.05 1.37 WID 1.93
442. * (FOR INTERNEDIATE X- GIRDERS)
443. * (INCLUDING IMPACT)
444. * 70R TRACKED LOADING (TOTAL=350 KN) (IF=0.25)
445. TYPE 4 LOAD 54.6875 109.375 109.375 109.375 54.6875
446. DIST 0.9 0.9 0.9 0.9 WID 2.05
447. * A LOADING (IF=.5)
448. TYPE 5 LOAD 20.25 20.25 85.5 85.5 51 51 51 51
449. DIST 1.1 3.2 1.2 4.3 3 3 3 WID 1.8
450. * 70R WHEELED LOADING (IF=.25)
451. TYPE 6 LOAD 50 75 75 106.25 106.25 106.25 106.25
452. DIST 3.96 1.52 2.13 1.37 3.05 1.37 WID 1.93
453. *** SPECIAL VEHICLE-SV1(IF=0)
454. TYPE 7 LOAD 15 23.75 23.75 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 -
455. 45 45 45
456. DIST 3.2 1.37 5.389 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 -
457. 1.5 -
458. 1.5 1.5 1.5 1.5 -
459. WID 2.55
460. ****
461. *** SPECIAL VEHICLE-SV2(IF=0)
462. TYPE 8 LOAD 15 23.75 23.75 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 -
463. 45 45 45

464. DIST 3.2 1.37 5.389 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 -
465. 1.5 -
466. 1.5 1.5 1.5 1.5 -
467. WID 1.05
468. ** FATIGUE LOAD ( IF =0.18/ =.09) (IRC-6 CLAUSE 204.6)
469. *TYPE 9 LOAD 65.4 76.3 76.3
470. *DIST 4.5 1.4 WID 1.68
471. **
472. *
475. *********************LIVE LOADS
476. **
477. ****LL ECCENTRIC LOADING TO GET MAXIMUM B.M IN END GIRDER
478. ** 70R TRACKED LOADING + ONE LANE CLASS A : -
479. LOAD GENERATION 300
480. TYPE 1 -12.024 0 3.68 XINC 0.3
481. TYPE 2 -18.6 0 9.3 XINC 0.3
482. *
483. ** 3-LANES OF CLASS A LOADING: -
484. LOAD GENERATION 300

485. TYPE 2 -18.6 0 2.2 XINC 0.3

486. TYPE 2 -18.6 0 5.7 XINC 0.3
487. TYPE 2 -18.6 0 9.2 XINC 0.3
488. *
489. ** 70 R WHEELED LOADING + ONE LANE CLASS A : -
490. LOAD GENERATION 300
491. TYPE 3 -18 0 3.56 XINC 0.3
492. TYPE 2 -18.6 0 9.3 XINC 0.3
493. **SPV LOADING
494. LOAD GENERATION 300
495. TYPE 7 -29 0 6.175 XINC 0.3
496. TYPE 8 -29 0 5.425 XINC 0.3
497. *****LL ECCENTRIC LOADING
498. ** MAX MT CASE
499. *** 70R TRACKED LOADING
500. *LOAD GENERATION 198
501. *TYPE 1 -4.6 0 3.68 XINC 0.2
502. **
503. *** 2-LANES OF CLASS A LOADING: -
504. *LOAD GENERATION 150
505. *TYPE 2 -18.6 0 2.2 XINC 0.3
506. *TYPE 2 -18.6 0 5.7 XINC 0.3
507. **
508. *** 70 R WHEELED LOADING: -
509. *LOAD GENERATION 202
510. *TYPE 3 -14.5 0 3.56 XINC 0.25
511. *LOAD COMB 1285 COMBINATION LOAD CASE 1285
512. *1 1.0 2 1.0
513. *
514. *
515. *****LL LOADING TO GET MAXIMUM B.M IN MIDDLE GIRDERS
516. **
517. *** 70R TRACKED LOADING + ONE LANE CLASS A : -
518. LOAD GENERATION 300

519. TYPE 1 -12.024 0 4.38 XINC 0.3

520. TYPE 2 -18.6 0 10 XINC 0.3
521. *
522. ** 3-LANES OF CLASS A LOADING: -
523. LOAD GENERATION 300
524. TYPE 2 -18.6 0 2.6 XINC 0.3
525. TYPE 2 -18.6 0 6.1 XINC 0.3
526. TYPE 2 -18.6 0 9.6 XINC 0.3
527. **
528. ** 70 R WHEELED LOADING + ONE LANE CLASS A : -
529. LOAD GENERATION 300
530. TYPE 3 -18 0 4.26 XINC 0.3
531. TYPE 2 -18.6 0 10 XINC 0.3
532. **
533. *******LL LOADING TO GET MAXIMUM B.M IN INT. X-GIRDER
534. ****
535. **** 70R TRACKED LOADING + ONE LANE CLASS A : -
536. **LOAD GENERATION 300
537. **TYPE 4 -12.024 0 4.38 XINC 0.3
538. **TYPE 5 -18.6 0 10 XINC 0.3
539. ****
540. **** 3-LANES OF CLASS A LOADING: -
541. **LOAD GENERATION 300
542. **TYPE 5 -18.6 0 2.6 XINC 0.3
543. **TYPE 5 -18.6 0 6.1 XINC 0.3
544. **TYPE 5 -18.6 0 9.6 XINC 0.3
545. ****
546. **** 70 R WHEELED LOADING: -
547. **LOAD GENERATION 300
548. **TYPE 6 -18 0 4.26 XINC 0.3
549. **TYPE 5 -18.6 0 10 XINC 0.3
550. **LOAD COMB 3005 COMBINATION LOAD CASE 3005
551. **1 1.0 2 1.0
552. PERFORM ANALYSIS

554. ** LL INC. IMP.

555. LOAD LIST 5 TO 900
556. PRINT MAXFORCE ENVELOPE LIST 262 264 266 269 361

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

262 MAX 315.98 0.00 353 39.95 0.58 504

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -41.47 0.58 503 -349.49 0.58 651
0.00 0.58 900 0.00 0.58 900 0.00 0.58 900

264 MAX 278.77 0.00 659 183.17 1.24 504

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -41.54 1.24 503 -1267.84 1.24 364
0.00 1.24 900 0.00 1.24 900 0.00 1.24 900

266 MAX 209.24 0.00 678 469.13 2.41 504

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -80.28 2.41 654 -2434.44 2.41 674
0.00 2.41 900 0.00 2.41 900 0.00 2.41 900

269 MAX 138.20 0.00 93 739.32 2.34 503

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -154.29 2.34 675 -2728.71 1.56 688
0.00 2.34 900 0.00 2.34 900 0.00 2.34 900

361 MAX 264.32 0.00 663 278.04 2.28 504

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -41.58 2.28 503 -1779.13 2.28 371
0.00 2.28 900 0.00 2.28 900 0.00 2.28 900

557. PRINT MAXFORCE ENVELOPE LIST 329 330 331 333 356

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD
329 MAX 376.72 0.00 733 1549.07 0.00 805
0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -0.58 0.58 278 -9.37 0.58 150
0.00 0.58 900 0.00 0.58 900 0.00 0.58 900

330 MAX 373.75 0.00 731 1521.73 0.00 805

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -2.70 2.20 149 -325.79 2.20 143
0.00 2.20 900 0.00 2.20 900 0.00 2.20 900

331 MAX 360.86 0.00 724 1417.12 0.00 805

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -5.48 1.24 145 -506.47 1.24 138
0.00 1.24 900 0.00 1.24 900 0.00 1.24 900

333 MAX 315.47 0.00 705 1147.62 0.00 804

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -24.92 2.41 122 -1809.22 2.41 702
0.00 2.41 900 0.00 2.41 900 0.00 2.41 900

356 MAX 352.53 0.00 720 1358.02 0.00 804

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -10.47 2.28 138 -881.83 2.28 727
0.00 2.28 900 0.00 2.28 900 0.00 2.28 900

558. ** SPV
559. LOAD LIST 901 TO 1200
560. PRINT MAXFORCE ENVELOPE LIST 262 264 266 269 361

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

262 MAX 257.75 0.00 973 62.11 0.58 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -67.20 0.58 1099 -408.99 0.58 968
0.00 0.58 1200 0.00 0.58 1200 0.00 0.58 1200

264 MAX 254.22 0.00 976 294.46 1.24 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -67.41 1.24 1099 -1282.17 1.24 971
0.00 1.24 1200 0.00 1.24 1200 0.00 1.24 1200

266 MAX 238.60 0.00 975 759.85 2.41 1099

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -67.94 2.41 1099 -2949.63 2.41 973
0.00 2.41 1200 0.00 2.41 1200 0.00 2.41 1200
269 MAX 225.25 0.00 976 1202.02 2.34 1099
0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -68.42 2.34 1099 -4418.61 2.34 974
0.00 2.34 1200 0.00 2.34 1200 0.00 2.34 1200

361 MAX 250.62 0.00 975 448.56 2.28 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -67.55 2.28 1099 -1849.72 2.28 972
0.00 2.28 1200 0.00 2.28 1200 0.00 2.28 1200

561. PRINT MAXFORCE ENVELOPE LIST 329 330 331 333 356

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

329 MAX 369.86 0.00 975 2103.18 0.00 1096

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 4.60 0.58 1200 132.96 0.58 1200
0.00 0.58 1200 0.00 0.58 1200 0.00 0.58 1200

330 MAX 369.80 0.00 975 2073.95 0.00 1096

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 4.57 2.20 1200 122.90 2.20 1200
0.00 2.20 1200 0.00 2.20 1200 0.00 2.20 1200

331 MAX 368.93 0.00 974 1962.04 0.00 1097

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 4.54 1.24 1200 117.24 1.24 1200
0.00 1.24 1200 0.00 1.24 1200 0.00 1.24 1200

333 MAX 358.48 0.00 973 1670.68 0.00 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 4.42 2.41 1200 -2161.64 2.41 977
0.00 2.41 1200 0.00 2.41 1200 0.00 2.41 1200

356 MAX 367.18 0.00 973 1899.08 0.00 1097

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 4.51 2.28 1200 -536.67 2.28 984
0.00 2.28 1200 0.00 2.28 1200 0.00 2.28 1200

562. ** MAX. FORCE ENVELOP MIDDLE MAIN GIRDERS

564. ** LL INC. IMP.
565. LOAD LIST 1201 TO 2100
566. PRINT MAXFORCE ENVELOPE LIST 254 256 258 261 362
 MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

254 MAX 492.79 0.00 1850 40.67 0.58 2000

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -39.75 0.58 1705 -339.99 0.58 1244
0.00 0.58 2100 0.00 0.58 2100 0.00 0.58 2100

256 MAX 410.33 0.00 1859 177.54 1.24 1705

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -48.88 1.24 1243 -1546.83 1.24 1857
0.00 1.24 2100 0.00 1.24 2100 0.00 1.24 2100

258 MAX 266.30 0.00 1271 451.15 2.41 1705

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -213.95 2.41 1854 -2686.23 2.41 1873
0.00 2.41 2100 0.00 2.41 2100 0.00 2.41 2100

261 MAX 135.96 0.00 1293 708.56 2.34 1705

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -408.54 2.34 1875 -2451.87 0.00 1883
0.00 2.34 2100 0.00 2.34 2100 0.00 2.34 2100

362 MAX 374.76 0.00 1863 268.44 2.28 1705

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -106.60 2.28 1251 -2116.57 2.28 1865
0.00 2.28 2100 0.00 2.28 2100 0.00 2.28 2100

567. PRINT MAXFORCE ENVELOPE LIST 321 322 323 357 325

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

321 MAX 602.93 0.00 1933 1554.55 0.00 1912

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN 0.00 0.58 2100 -0.01 0.00 2100
0.00 0.58 2100 0.00 0.58 2100 0.00 0.58 2100

322 MAX 589.23 0.00 1931 1490.01 0.00 1995

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
 MIN -12.09 2.20 1349 -499.69 2.20 1343
0.00 2.20 2100 0.00 2.20 2100 0.00 2.20 2100

323 MAX 529.75 0.00 1924 1372.93 0.00 1996

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -28.25 1.24 1345 -793.47 1.24 1338
0.00 1.24 2100 0.00 1.24 2100 0.00 1.24 2100

357 MAX 496.57 0.00 1920 1307.77 0.00 1996

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -61.34 2.28 1338 -1295.77 2.28 1331
0.00 2.28 2100 0.00 2.28 2100 0.00 2.28 2100

325 MAX 368.25 0.00 1905 1082.83 0.00 1999

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -149.95 2.41 1322 -2115.46 2.41 1912
0.00 2.41 2100 0.00 2.41 2100 0.00 2.41 2100

569. FINISH

STAD OUTPUT LL CONTINUITY

212223 227 231 350 235 239 243 247 251 318 314 310 306 302 352 298 294 2902791563
1574 1578 1582 1636 158
214225 229 233 359 237 241 245 249 253 320 316 312 308 304 354 300 296 2922811565
1576 1580 1584 1638 158
363364 365 366 382 367 368 369 370 371 380 379 378 377 376 381 375 374 3733721656
1657 1658 1659 1665 166
389413 390 391 412 392 393 394 395 396 397 405 403 402 401 400 408 399 3984141692
1682 1683 1689 1684 168
387 386 388 1672

383 385 384 1668

221270 271 272 360 273 274 275 276 277 344 343 342 341 340 355 339 338 3372881572
1621 1622 1623 1639 162
215 348 282 1566

218 347 285 1569

220254 255 256 362 257 258 259 260 261 328 327 326 325 324 357 323 322 3212871571
1605 1606 1607 1641 160
217 346 284 1568

216 345 283 1567

219262 263 264 361 265 266 267 268 269 336 335 334 333 332 356 331 330 3292861570
1613 1614 1615 1640 161
415416 417 418 434 419 420 421 422 423 432 431 430 429 428 433
6.726m
427
4.444m
426 4254241702
1703 1704 1705 1711 170
213224 228 232 358 236 240 244 248 252 319 315 311 307 303 353 299 295 2912801564
1575 1579 1583 1637 158
211222 226 230 349 234 238 242 246 250 317 313 309 305 301 351 297 293 2892781562
1573 1577 1581 1635 158

GRILLAGE PLAN GIRDER CONTINOUS AT DIAPHRAGAM

431. * (FOR MAIN GIRDERS=35.00 MTR.)

432. * (INCLUDING IMPACT)
433. * 70R TRACKED LOADING (TOTAL=350 KN) (IF=.1)
434. TYPE 1 LOAD 48.125 96.25 96.25 96.25 48.125
435. DIST 0.9 0.9 0.9 0.9 WID 2.05
436. * A LOADING (IF=0.18 )
437. TYPE 2 LOAD 14.985 14.985 62.7 62.7 37.4 37.4 37.4 37.4
438. DIST 1.1 3.2 1.2 4.3 3 3 3 WID 1.8
439. * 70R WHEELED LOADING (IF=.18)
440. TYPE 3 LOAD 44 66 66 93.5 93.5 93.5 93.5
441. DIST 3.96 1.52 2.13 1.37 3.05 1.37 WID 1.93
442. * (FOR INTERNEDIATE X- GIRDERS)
443. * (INCLUDING IMPACT)
444. * 70R TRACKED LOADING (TOTAL=350 KN) (IF=0.25)
445. TYPE 4 LOAD 54.6875 109.375 109.375 109.375 54.6875
446. DIST 0.9 0.9 0.9 0.9 WID 2.05
447. * A LOADING (IF=.5)
448. TYPE 5 LOAD 20.25 20.25 85.5 85.5 51 51 51 51
449. DIST 1.1 3.2 1.2 4.3 3 3 3 WID 1.8
450. * 70R WHEELED LOADING (IF=.25)
451. TYPE 6 LOAD 50 75 75 106.25 106.25 106.25 106.25
452. DIST 3.96 1.52 2.13 1.37 3.05 1.37 WID 1.93
453. *** SPECIAL VEHICLE-SV1(IF=0)
454. TYPE 7 LOAD 15 23.75 23.75 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 -
455. 45 45 45

456. DIST 3.2 1.37 5.389 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 -
457. 1.5 -
458. 1.5 1.5 1.5 1.5 -
459. WID 2.55
460. ****
461. *** SPECIAL VEHICLE-SV2(IF=0)
462. TYPE 8 LOAD 15 23.75 23.75 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 -
463. 45 45 45

464. DIST 3.2 1.37 5.389 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 -
465. 1.5 -
466. 1.5 1.5 1.5 1.5 -
467. WID 1.05
468. ** FATIGUE LOAD ( IF =0.18/ =.09) (IRC-6 CLAUSE 204.6)
469. *TYPE 9 LOAD 65.4 76.3 76.3
470. *DIST 4.5 1.4 WID 1.68
471. **
472. *
475. *********************LIVE LOADS
476. **
477. ****LL ECCENTRIC LOADING TO GET MAXIMUM B.M IN END GIRDER
478. ** 70R TRACKED LOADING + ONE LANE CLASS A : -
479. LOAD GENERATION 300
480. TYPE 1 -12.024 0 3.68 XINC 0.3
481. TYPE 2 -18.6 0 9.3 XINC 0.3
482. *
483. ** 3-LANES OF CLASS A LOADING: -
484. LOAD GENERATION 300

485. TYPE 2 -18.6 0 2.2 XINC 0.3

486. TYPE 2 -18.6 0 5.7 XINC 0.3
487. TYPE 2 -18.6 0 9.2 XINC 0.3
488. *
489. ** 70 R WHEELED LOADING + ONE LANE CLASS A : -
490. LOAD GENERATION 300
491. TYPE 3 -18 0 3.56 XINC 0.3
492. TYPE 2 -18.6 0 9.3 XINC 0.3
493. **SPV LOADING
494. LOAD GENERATION 300
495. TYPE 7 -29 0 6.175 XINC 0.3
496. TYPE 8 -29 0 5.425 XINC 0.3
497. *****LL ECCENTRIC LOADING
498. ** MAX MT CASE
499. *** 70R TRACKED LOADING
500. *LOAD GENERATION 198
501. *TYPE 1 -4.6 0 3.68 XINC 0.2
502. **
503. *** 2-LANES OF CLASS A LOADING: -
504. *LOAD GENERATION 150
505. *TYPE 2 -18.6 0 2.2 XINC 0.3
506. *TYPE 2 -18.6 0 5.7 XINC 0.3
507. **
508. *** 70 R WHEELED LOADING: -
509. *LOAD GENERATION 202
510. *TYPE 3 -14.5 0 3.56 XINC 0.25
511. *LOAD COMB 1285 COMBINATION LOAD CASE 1285
512. *1 1.0 2 1.0
513. *
514. *
515. *****LL LOADING TO GET MAXIMUM B.M IN MIDDLE GIRDERS
516. **
517. *** 70R TRACKED LOADING + ONE LANE CLASS A : -
518. LOAD GENERATION 300

519. TYPE 1 -12.024 0 4.38 XINC 0.3

520. TYPE 2 -18.6 0 10 XINC 0.3
521. *
522. ** 3-LANES OF CLASS A LOADING: -
523. LOAD GENERATION 300
524. TYPE 2 -18.6 0 2.6 XINC 0.3
525. TYPE 2 -18.6 0 6.1 XINC 0.3
526. TYPE 2 -18.6 0 9.6 XINC 0.3
527. **
528. ** 70 R WHEELED LOADING + ONE LANE CLASS A : -
529. LOAD GENERATION 300
530. TYPE 3 -18 0 4.26 XINC 0.3
531. TYPE 2 -18.6 0 10 XINC 0.3
532. **
533. *******LL LOADING TO GET MAXIMUM B.M IN INT. X-GIRDER
534. ****
535. **** 70R TRACKED LOADING + ONE LANE CLASS A : -
536. **LOAD GENERATION 300
537. **TYPE 4 -12.024 0 4.38 XINC 0.3
538. **TYPE 5 -18.6 0 10 XINC 0.3
539. ****
540. **** 3-LANES OF CLASS A LOADING: -
541. **LOAD GENERATION 300
542. **TYPE 5 -18.6 0 2.6 XINC 0.3
543. **TYPE 5 -18.6 0 6.1 XINC 0.3
544. **TYPE 5 -18.6 0 9.6 XINC 0.3
545. ****
546. **** 70 R WHEELED LOADING: -
547. **LOAD GENERATION 300
548. **TYPE 6 -18 0 4.26 XINC 0.3
549. **TYPE 5 -18.6 0 10 XINC 0.3
550. **LOAD COMB 3005 COMBINATION LOAD CASE 3005
551. **1 1.0 2 1.0
552. PERFORM ANALYSIS

** MAX FORCE ENVELOP OUTER MAIN GIRDER

554. ** LL INC. IMP.

555. LOAD LIST 5 TO 900
556. PRINT MAXFORCE ENVELOPE LIST 262 264 266 269 361

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

262 MAX 315.98 0.00 353 39.95 0.58 504

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -41.47 0.58 503 -349.49 0.58 651
0.00 0.58 900 0.00 0.58 900 0.00 0.58 900

264 MAX 278.77 0.00 659 183.17 1.24 504

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -41.54 1.24 503 -1267.84 1.24 364
0.00 1.24 900 0.00 1.24 900 0.00 1.24 900

266 MAX 209.24 0.00 678 469.13 2.41 504

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -80.28 2.41 654 -2434.44 2.41 674
0.00 2.41 900 0.00 2.41 900 0.00 2.41 900

269 MAX 138.20 0.00 93 739.32 2.34 503

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -154.29 2.34 675 -2728.71 1.56 688
0.00 2.34 900 0.00 2.34 900 0.00 2.34 900

361 MAX 264.32 0.00 663 278.04 2.28 504

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -41.58 2.28 503 -1779.13 2.28 371
0.00 2.28 900 0.00 2.28 900 0.00 2.28 900

557. PRINT MAXFORCE ENVELOPE LIST 329 330 331 333 356

MEMBER FORCE ENVELOPE

 ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

329 MAX 376.72 0.00 733 1549.07 0.00 805

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -0.58 0.58 278 -9.37 0.58 150
0.00 0.58 900 0.00 0.58 900 0.00 0.58 900

330 MAX 373.75 0.00 731 1521.73 0.00 805

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -2.70 2.20 149 -325.79 2.20 143
0.00 2.20 900 0.00 2.20 900 0.00 2.20 900

331 MAX 360.86 0.00 724 1417.12 0.00 805

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -5.48 1.24 145 -506.47 1.24 138
0.00 1.24 900 0.00 1.24 900 0.00 1.24 900

333 MAX 315.47 0.00 705 1147.62 0.00 804

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -24.92 2.41 122 -1809.22 2.41 702
0.00 2.41 900 0.00 2.41 900 0.00 2.41 900

356 MAX 352.53 0.00 720 1358.02 0.00 804

0.00 0.00 5 0.00 0.00 5 0.00 0.00 5
MIN -10.47 2.28 138 -881.83 2.28 727
0.00 2.28 900 0.00 2.28 900 0.00 2.28 900

558. ** SPV
559. LOAD LIST 901 TO 1200
560. PRINT MAXFORCE ENVELOPE LIST 262 264 266 269 361

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

262 MAX 257.75 0.00 973 62.11 0.58 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -67.20 0.58 1099 -408.99 0.58 968
0.00 0.58 1200 0.00 0.58 1200 0.00 0.58 1200

264 MAX 254.22 0.00 976 294.46 1.24 1098

 0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -67.41 1.24 1099 -1282.17 1.24 971
0.00 1.24 1200 0.00 1.24 1200 0.00 1.24 1200

266 MAX 238.60 0.00 975 759.85 2.41 1099

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -67.94 2.41 1099 -2949.63 2.41 973
0.00 2.41 1200 0.00 2.41 1200 0.00 2.41 1200

269 MAX 225.25 0.00 976 1202.02 2.34 1099

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -68.42 2.34 1099 -4418.61 2.34 974
0.00 2.34 1200 0.00 2.34 1200 0.00 2.34 1200

361 MAX 250.62 0.00 975 448.56 2.28 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -67.55 2.28 1099 -1849.72 2.28 972
0.00 2.28 1200 0.00 2.28 1200 0.00 2.28 1200

561. PRINT MAXFORCE ENVELOPE LIST 329 330 331 333 356

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

329 MAX 369.86 0.00 975 2103.18 0.00 1096

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 4.60 0.58 1200 132.96 0.58 1200
0.00 0.58 1200 0.00 0.58 1200 0.00 0.58 1200

330 MAX 369.80 0.00 975 2073.95 0.00 1096

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 4.57 2.20 1200 122.90 2.20 1200
0.00 2.20 1200 0.00 2.20 1200 0.00 2.20 1200

331 MAX 368.93 0.00 974 1962.04 0.00 1097

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 4.54 1.24 1200 117.24 1.24 1200
0.00 1.24 1200 0.00 1.24 1200 0.00 1.24 1200

333 MAX 358.48 0.00 973 1670.68 0.00 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 4.42 2.41 1200 -2161.64 2.41 977
0.00 2.41 1200 0.00 2.41 1200 0.00 2.41 1200

356 MAX 367.18 0.00 973 1899.08 0.00 1097

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
 MIN 4.51 2.28 1200 -536.67 2.28 984
0.00 2.28 1200 0.00 2.28 1200 0.00 2.28 1200

562. ** MAX. FORCE ENVELOP MIDDLE MAIN GIRDERS

564. ** LL INC. IMP.
565. LOAD LIST 1201 TO 2100
566. PRINT MAXFORCE ENVELOPE LIST 254 256 258 261 362

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

254 MAX 492.79 0.00 1850 40.67 0.58 2000

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -39.75 0.58 1705 -339.99 0.58 1244
0.00 0.58 2100 0.00 0.58 2100 0.00 0.58 2100

256 MAX 410.33 0.00 1859 177.54 1.24 1705

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -48.88 1.24 1243 -1546.83 1.24 1857
0.00 1.24 2100 0.00 1.24 2100 0.00 1.24 2100

258 MAX 266.30 0.00 1271 451.15 2.41 1705

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -213.95 2.41 1854 -2686.23 2.41 1873
0.00 2.41 2100 0.00 2.41 2100 0.00 2.41 2100

261 MAX 135.96 0.00 1293 708.56 2.34 1705

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -408.54 2.34 1875 -2451.87 0.00 1883
0.00 2.34 2100 0.00 2.34 2100 0.00 2.34 2100

362 MAX 374.76 0.00 1863 268.44 2.28 1705

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -106.60 2.28 1251 -2116.57 2.28 1865
0.00 2.28 2100 0.00 2.28 2100 0.00 2.28 2100

567. PRINT MAXFORCE ENVELOPE LIST 321 322 323 357 325

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD
FZ DIST LD MY DIST LD FX DIST LD

321 MAX 602.93 0.00 1933 1554.55 0.00 1912

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN 0.00 0.58 2100 -0.01 0.00 2100
0.00 0.58 2100 0.00 0.58 2100 0.00 0.58 2100

322 MAX 589.23 0.00 1931 1490.01 0.00 1995

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -12.09 2.20 1349 -499.69 2.20 1343
0.00 2.20 2100 0.00 2.20 2100 0.00 2.20 2100

323 MAX 529.75 0.00 1924 1372.93 0.00 1996

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -28.25 1.24 1345 -793.47 1.24 1338
0.00 1.24 2100 0.00 1.24 2100 0.00 1.24 2100

357 MAX 496.57 0.00 1920 1307.77 0.00 1996

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -61.34 2.28 1338 -1295.77 2.28 1331
0.00 2.28 2100 0.00 2.28 2100 0.00 2.28 2100

325 MAX 368.25 0.00 1905 1082.83 0.00 1999

0.00 0.00 1201 0.00 0.00 1201 0.00 0.00 1201
MIN -149.95 2.41 1322 -2115.46 2.41 1912
0.00 2.41 2100 0.00 2.41 2100 0.00 2.41 2100

569. ** SPV
570. LOAD LIST 901 TO 1200
572. PRINT MAXFORCE ENVELOPE LIST 254 256 258 261 362

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

254 MAX 778.71 0.00 966 63.91 0.58 1099

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -59.77 0.58 1098 -520.39 0.58 968
0.00 0.58 1200 0.00 0.58 1200 0.00 0.58 1200

256 MAX 590.59 0.00 976 270.22 1.24 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -59.80 1.24 1098 -2490.00 1.24 969
0.00 1.24 1200 0.00 1.24 1200 0.00 1.24 1200

258 MAX 297.22 0.00 995 679.23 2.41 1098

 0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -249.12 2.41 907 -4014.34 2.41 967
0.00 2.41 1200 0.00 2.41 1200 0.00 2.41 1200

261 MAX 53.26 0.00 1016 1060.70 2.34 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -552.04 2.34 928 -3403.25 0.00 971
0.00 2.34 1200 0.00 2.34 1200 0.00 2.34 1200

362 MAX 525.03 0.00 980 406.49 2.28 1098

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -59.72 2.28 1098 -3354.46 2.28 967
0.00 2.28 1200 0.00 2.28 1200 0.00 2.28 1200

573. PRINT MAXFORCE ENVELOPE LIST 321 322 323 357 325

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

321 MAX 943.38 0.00 986 3463.08 0.00 1039

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 2.43 0.58 1200 106.04 0.58 1200
0.00 0.58 1200 0.00 0.58 1200 0.00 0.58 1200

322 MAX 907.07 0.00 984 3021.38 0.00 1042

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 2.48 2.20 1200 100.59 2.20 1200
0.00 2.20 1200 0.00 2.20 1200 0.00 2.20 1200

323 MAX 771.15 0.00 977 2525.59 0.00 1085

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 2.50 1.24 1200 -281.70 1.24 988
0.00 1.24 1200 0.00 1.24 1200 0.00 1.24 1200

357 MAX 698.97 0.00 973 2277.78 0.00 1095

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN 2.53 2.28 1200 -1522.19 2.28 986
0.00 2.28 1200 0.00 2.28 1200 0.00 2.28 1200

325 MAX 452.56 0.00 958 1831.67 0.00 1099

0.00 0.00 901 0.00 0.00 901 0.00 0.00 901
MIN -50.65 2.41 1046 -2954.64 2.41 985
0.00 2.41 1200 0.00 2.41 1200 0.00 2.41 1200

578. FINISH
TABLE FOR STRESSING Jack Ram rea = 563.72 sqcm
Jack Eff. = 0.95
Cable No Theoretical Theretical Type of No of Dummy Stage of Length of extra Approx. Prestress
Jack End Elongation Bearing Strands to strands Prestressing cable length Jack losses
Force at Each End Plate & be stressed anchour beyond Pressure
Tube Unit to anchour kg/sqcm
anchour each side
Ton mm No/ N dia No No mm mm %

cb1 Err:509 Err:509 1T15 Err:509 Err:509 2 Err:508 700 Err:509 14.64
cb2 Err:509 Err:509 1T15 Err:509 Err:509 2 Err:508 700 Err:509
cb3 Err:509 Err:509 1T15 Err:509 Err:509 1 Err:508 700 Err:509
cb4 Err:509 Err:509 1T15 Err:509 Err:509 1 Err:508 700 Err:509
cb5 Err:509 Err:509 1T15 Err:509 Err:509 1 Err:508 700 Err:509
cb6 Err:509 Err:509 1T15 Err:509 Err:509 2 Err:508 700 Err:509
 15.0 Design of Lifting Hook

Total Vertical force "V" Each side = 396644 N

fyd Strand = = 1619 Mpa

Area of Strand Required = = 245.0 sqmm

Provide 12.7 dia Strands = 1.77 Nos

No of strands Provided = = 3.00

OK

Calculation For Development Length

Dia of Strand Fy Mix M- 55
12.7 1619 ζ bd = 1.9 N/sqmm
Development Length Required = 1386 mm
Development Length Provided = 2000 mm
OK

Page 137
 16.0 DESIGN OF ECG
Jacking Reaction
DL+ SIDL Reaction at outer support V = 1050.00 kN
Hogging SF Vu FACTORED = 1417.50 kN
Hogging Moment Mu FACTORED = 1063.13 kN-m
DL+ SIDL Reaction between jacks V= = 850.00 kN
Sagging SF Vu FACTORED = 637.50 kN
Sagging Moment Mu FACTORED = 430.31 kN-m

ULS Design
Member No
Action
SAG
HOGG.
G.
Mu kN-m 1063.1 637.5

BMD

Geometric property Unit kN-m kN-m

Depth of section mm 2000 2000
Width of section mm 380 380
Clear Cover 40 40

Material Property
fyk Mpa 500 500
gm 1.15 1.15
fyd Mpa 434.8 434.8
Permissible stress in steel Rare comb. (12.2.2-IRC112) 0.8Fyk Mpa 400 400
fck Mpa 30 30
η 1.00 1.00
gc 1.5 1.5
fcd Mpa 13.40 13.40
Permissible stress in conc. Rare comb. (12.2.1-IRC112) .48 fck Mpa 14.4 14.4
Dia of main R/F mm 25 25
Spacing of Bars Main LAYERS mm c/c 66.67 ###
No of bars Main NO 4.0 2.0
Dia of main R/F Extra mm 12.00 20
Spacing of Bars Extra mm c/c 66.7 ###
No of bars NO 2.0 2.0
Ast_provided 2190 1610
If λx < deck slab thck
λx 186.97 ###
λ 0.8 0.8
Effective depth, d mm 1947.5 1948
d - λx/2 mm 1854.02 ###
Ultimate resisting moment, Mu KNm 1765.1 ###
Xumax / d 0.458 0.458
λXumax 713.56 ###

Page 138
Limiting moment of resistance, Mu,lim KNm 5779.8 ###
Ok Ok
If ( Mu,lim > Mu) KNm 1063.13 ###
Mu = Safe Safe
Check, If Md < Mu

SHEAR ON THE SECTION

Actual shear VEd (KN) = 1063.1
Actual shear stress (N/mm2) = 1.6
Max shear capacity, 0.135 fck(1-fck/310) = 3.7
= OK.
Min shear capacity, 0.0924 fck(1-fck/310) = 2.5
Ɵ = 0.5 x sin-1 (Applied shear stress / 0.135/fck/(1-fck/310)) =
Min angle of inclination, Ɵ (deg) = 21.8
cl. 10.3.2(2) Eq. 10.2 of IRC :112-2010 =
K = 1+Sqrt(200/d) <= 2.0 = 1.3
cl. 10.3.2(2) Eq. 10.3 of IRC :112-2010
nmin = 0.031 K3/2 fck1/2 = 0.3
cl. 10.3.1 of IRC :112-2011 =
r1 = Asl/(bw d) <= 0.02 = 0.003
= OK
0.12 K (80 r1 fck)0.33 = 0.300
Axial compressive force NEd (KN) = 0.0
scp = NEd / Ac <= 0.2 fcd = 0.0
cl. 10.3.2(2) Eq. 10.1 of IRC :112-2010
V Rd.c = [0.12K(80ρ1 fck)0.33 + 0.15σcp]bwd <= ( n min + 0.15 scp)
= 196
bw d (KN)
Provide
Provide Shear Reinf. =
Shear
Min shear stress = Reinf.
0.3
cl. 10.3.2(5) Eq. 10.6 of IRC :112-2010
n = 0.6 ( 1 - fck / 310) = 0.542
cl. 10.3.2(5) Eq. 10.5 of IRC :112-2011
0.5 bw d n fcd = 2760
= OK
Min Shear force for providing reinf., VE (N) = 1063125
No. of link for shear reinf. = 2
Dia. of bar for shear reinf. = 10
No. of link for shear reinf. = 2
Dia. of bar for shear reinf. = 0
S = Asw x 0.9 x d x cot Ɵ x fy / VE = 253
S (Provided) (mm) = 200
ASW = 157.1
cl. 16.5.2(7) Eq. 16.6 of IRC :112-2011 =
S l.max = 0.75 d = 1461

cl. 16.5.2(9) Eq. 16.8 of IRC :112-2011

S t.max = 0.75 d <= 600mm = 600
S t. mm = 250
= OK
z (mm) = 1854
fywd = 400

Page 139
cl. 10.3.3.3 Eq. 10.17 of IRC :112-2010
VEd <= ASW fywd (KN) = 63
cl. 10.3.3.3 (6) of IRC :112-2010 =
MEd / z + 0.5 VEd (KN) = 605
Med max / z (KN) = 952
= OK
cl. 10.3.3.2 Eq. 10.7 of IRC :112-2011 =
VRd.s = ASW z fywd cot Ɵ/ S (KN) = 1456
= OK
acw = (scp = NEd / Ac = 0) = 1.0
n1 = 0.6
cl. 10.3.3.2 Eq. 10.8 of IRC :112-2011
VRd.max = acw bw z n1 fcd / (cot Ɵ + tan Ɵ) (KN) = 1953
= OK
cl. 10.3.3.2 Eq. 10.10 of IRC :112-2011
ASW.max <= 0.5 acw n1 fcd bw S / fywd = 764
= OK
cl. 10.3.1 of IRC :112-2011
rw = ASW/( S bw sina) = 0.0021
cl. 10.3.3.5 of IRC :112-2011
rw,min = ( 0.072 fck0.5 ) / fyk = 0.0008
= OK

Strees Check
SLS Comb. Moment kN-M 1050.0 638
Stress check m = 280/ fck = 9.33 9.33
Width Bf mm 380 380
Depth Df LAYERS
mm 2000 2000

Modular ratio (l Table A4.2 (Note) 9.33 9.33

depth of NA "x" mm 233.71 ###
if hf > x Yes Yes
0.5 b*x2 10377828 ###
d 1948 1948
Ast mm2 2190 1610
mAst1(d1- x) 35024920 ###
0.5 b*x2 - mAst1(d1- x) ### ###
Depth of NA 9.33 9.33
Icr ( section is cracked ) 234 172
6.16E+10 ###
SLS combination for stress check KNm 1050 638
Stress at concrete Mpa
LAYERS
LAYERS 3.98 2.28
Stress at steel Mpa
LAYERS
LAYERS
LAYERS
LAYERS 272 220
Safe Safe
Crack width check
Cracking moment QP
LEGGE KNm 1050.00 ###
Stress at steel D (PER Mpa 272.46 ###
M)
σsc 272.46 ###
αe 9.33 9.33
h 2000 2000
d 1948 1948

Page 140
 2.5(h - d) 131 131
Aceff 49875 ###
ρp,eff = As / Ac,eff ρp,eff 0.0439 ###
kt 0.5000 ###
fct,eff 3.0000 ###
f f t , ef f 0.0011 ###
 sc  k t 1   e ,  p , ef f 
 p .ef f  sc
 sm   cm   0 .6
Es Es 0.0008 ###
0.6 σsc / Es 0.0008 ###
εsm - εcm 0.0011 ###
f ft, eff c 40.00 40.00
 sc  k t 1   ,  
e p , eff
 p.eff  sc φeq 25.00 25.00
 sm   cm   0 .6
Es Es Sr,max 232.80 ###
Wk mm 0.2611 ###
Permissible wk mm 0.3 0.3
Check Ok Ok

Page 141
 17.0 ICG
INT. X-GIRDER FORCE SUMMARY (UN- FACTORED)
ACTIONS OF DL + SIDL
Moments and Shears (Unfactored)

Memb No

BM kN-M HOGGING 358.33

SF kN 92.52

ACTIONS OF LL
Moments and Shears (Unfactored)

Memb No
BM kN-M SAGGING 811
BM kN-M HOGGING 20

SF kN 215.12

SPV
Moments and Shears (Unfactored)

Memb No
BM kN-M SAGGING 1567
BM kN-M HOGGING 36

SF kN 415.07

Factor DL= 1.35 LL= 1.5

SPV= 1.15

INT. X-GIRDER FORCE SUMMARY ( FACTORED)

ACTIONS OF DL+SIDL
Moments and Shears (factored)

BM kN-M HOGGING 484

SF kN 125

ACTIONS OF LL
Moments and Shears (factored)

BM kN-M SAGGING 1802

BM kN-M HOGING 41

SF kN 477.33

Page 142
 17.0 ICG
ULS Design
Member No
Action
HOGG. SAGG.
Mu kN-m 483.7 1801.9

BMD

Geometric property Unit kN-m kN-m

Depth of section mm 2000 2000
Width of section mm 250 250
Clear Cover 40 40

Material Property
fyk Mpa 500 500
gm 1.15 1.15
fyd Mpa 434.8 434.8
Permissible stress in steel Rare comb. (12.2.2-IRC112) 0.8Fyk Mpa 400 400
fck Mpa 45 45
η 1.00 1.00
gc 1.5 1.5
fcd Mpa 20.10 20.10
Permissible stress in conc. Rare comb. (12.2.1-IRC112) .48 fck Mpa 21.6 21.6
Dia of main R/F mm 20 25
Spacing of Bars Main LAYERS mm c/c 75 72.50
No of bars Main NO 3.0 3.0
Dia of main R/F Extra mm 0 25
Spacing of Bars Extra mm c/c 75 145.0
No of bars NO 0.0 2.0
Ast_provided 942 2454
If λx < deck slab thck
λx 81.55 212.36
λ 0.8 0.8
Effective depth, d mm 1950 1947.5
d - λx/2 mm 1909.23 1841.32
Ultimate resisting moment, Mu KNm 782.3 1964.9
Xumax / d 0.458 0.458
λXumax 714.48 713.56
Limiting moment of resistance, Mu,lim KNm 5718.4 5703.8
Ok Ok
If ( Mu,lim > Mu) KNm 483.75 1801.91
Mu = Safe Safe
Check, If Md < Mu

SHEAR ON THE SECTION

Actual shear VEd (KN) = 477.3
Actual shear stress (N/mm2) = 1.1
Max shear capacity, 0.135 fck(1-fck/310) = 5.2
= OK.
Min shear capacity, 0.0924 fck(1-fck/310) = 3.6

Page 143
 17.0 ICG
Ɵ = 0.5 x sin-1 (Applied shear stress / 0.135/fck/(1-fck/310)) =
Min angle of inclination, Ɵ (deg) = 21.8
cl. 10.3.2(2) Eq. 10.2 of IRC :112-2010 =
K = 1+Sqrt(200/d) <= 2.0 = 1.3
cl. 10.3.2(2) Eq. 10.3 of IRC :112-2010
nmin = 0.031 K3/2 fck1/2 = 0.3
cl. 10.3.1 of IRC :112-2011 =
r1 = Asl/(bw d) <= 0.02 = 0.002
= OK
0.12 K (80 r1 fck)0.33 = 0.298
Axial compressive force NEd (KN) = 0.0
scp = NEd / Ac <= 0.2 fcd =
0.0

cl. 10.3.2(2) Eq. 10.1 of IRC :112-2010

V Rd.c = [0.12K(80ρ1 fck)0.33 + 0.15σcp]bwd <= ( n min + 0.15 scp) bw

= 149
d (KN)
Provide
Provide Shear Reinf. =
Shear
Min shear stress = Reinf.
0.3
cl. 10.3.2(5) Eq. 10.6 of IRC :112-2010
n = 0.6 ( 1 - fck / 310) = 0.513
cl. 10.3.2(5) Eq. 10.5 of IRC :112-2011
0.5 bw d n fcd = 2577
= OK
Min Shear force for providing reinf., VE (N) = 477331
No. of link for shear reinf. = 2
Dia. of bar for shear reinf. = 10
No. of link for shear reinf. = 2
Dia. of bar for shear reinf. = 0
S = Asw x 0.9 x d x cot Ɵ x fy / VE = 370
S (Provided) (mm) = 200
ASW = 157.1
cl. 16.5.2(7) Eq. 16.6 of IRC :112-2011 =
S l.max = 0.75 d = 1463

cl. 16.5.2(9) Eq. 16.8 of IRC :112-2011

S t.max = 0.75 d <= 600mm = 600
S t. mm = 250
= OK
z (mm) = 1909
fywd = 400
cl. 10.3.3.3 Eq. 10.17 of IRC :112-2010
VEd <= ASW fywd (KN) = 63
cl. 10.3.3.3 (6) of IRC :112-2010 =
MEd / z + 0.5 VEd (KN) = 285
Med max / z (KN) = 1029
= OK
cl. 10.3.3.2 Eq. 10.7 of IRC :112-2011 =
VRd.s = ASW z fywd cot Ɵ/ S (KN) = 1500
= OK

Page 144
 17.0 ICG
acw = (scp = NEd / Ac = 0) = 1.0
n1 = 0.6
cl. 10.3.3.2 Eq. 10.8 of IRC :112-2011
VRd.max = acw bw z n1 fcd / (cot Ɵ + tan Ɵ) (KN) = 1985
= OK
cl. 10.3.3.2 Eq. 10.10 of IRC :112-2011
ASW.max <= 0.5 acw n1 fcd bw S / fywd = 754
= OK
cl. 10.3.1 of IRC :112-2011
rw = ASW/( S bw sina) = 0.0031
cl. 10.3.3.5 of IRC :112-2011
rw,min = ( 0.072 fck0.5 ) / fyk = 0.0010
= OK

Strees Check
SLS Comb. Moment kN-M 358.3 1567
Stress check m = 280/ fck = 6.22 6.22
Width Bf mm 250 250
Depth Df LAYERSmm 2000 2000

Modular raTable A4.2 (Note) 6.22 6.22

depth of NA "x" mm 101.93 265.45
if hf > x Yes Yes
0.5 b*x2 1298807 8808096
d 1950 1948
Ast mm2 942 2454
mAst1(d1- x) 10837628 25687616
0.5 b*x2 - mAst1(d1- x) -9538821 -16879520
Depth of NA 6.22 6.22
Icr ( section is cracked ) 102 265
2.01E+10 4E+10
SLS combination for stress check KNm 358 1567
Stress at concrete LAYERSMpa
LAYERS 1.82 9.29
Stress at steel LAYERS
LAYERSMpa
LAYERS 205 366
Safe Safe
Crack width check
Cracking moment QP
LEGGED KNm 358.33 1.00
Stress at steel (PER M) Mpa 204.83 0.23
σsc 204.83 0.23
αe 6.22 6.22
h 2000 2000
d 1950 1948
2.5(h - d) 125 131
Aceff 31250 32812.5
ρp,eff = As / Ac,eff ρp,eff 0.0302 0.0748
kt 0.5000 0.5000
fct,eff 3.0000 3.0000
f f t , ef f 0.0007 -0.0001
 sc  k t 1   e ,  p , ef f 
 p .ef f  sc
 sm   cm   0 .6
Es Es 0.0006 0.0000
0.6 σsc / Es 0.0006 0.0000

Page 145
 17.0 ICG
εsm - εcm 0.0007 0.0000
f ft, eff c 40.00 40.00
 sc  k t 1   ,  
e p , eff
 p.eff  sc φeq 20.00 25.00
 sm   cm   0 .6
Es Es
Sr,max 248.73 192.82
Wk mm 0.1813 0.0001
Permissible wk mm 0.3 0.3
Check Ok Ok

Page 146
 18.0ACTIVITY
Age of girder/ Activity Min Strength
Slab in days of Conc.
N/sqmm

G-0 Streching of Strands and Casting of I- Girder

G-14 Cutting of Strands 48.61

G-14 Place the Precast Girders on Bearings

Ownwards

G-21 Casting of Int. X-Girders

Ownwards And End X- Girders

G-28 / S0 Casting of Deck Slab and SIDL 55.00

S-4 Casting of SIDL

D-18 Remove Forms and

Allow For Traffic
FINISH

Page 147
 589. LOAD LIST 1
590. ** SELF WEIGHT OF GIRDER
591. ****OUTER GIRDER
592. PRINT MAXFORCE ENVELOPE LIST 356 364 386 402
MAXFORCE ENVELOPE LIST 356
DXF IMPORT OF STAAD.DXF -- PAGE NO. 13

MEMBER FORCE ENVELOPE

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

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

356

364

386

402

********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

593. *****MIDDLE GIRDER

594. PRINT MAXFORCE ENVELOPE LIST 342 350 391 401

MEMBER FORCE ENVELOPE

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

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

342

350

391

401

********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

595. LOAD LIST 5000

596. ** DL
597. ****OUTER GIRDER
598. PRINT MAXFORCE ENVELOPE LIST 356 364 386 402

MEMBER FORCE ENVELOPE

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

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD
FZ DIST LD MY DIST LD FX DIST LD

356

364

386

402

599. *****MIDDLE GIRDER

600. PRINT MAXFORCE ENVELOPE LIST 342 350 391 401

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

342
 350

391

401

********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

601. LOAD LIST 4

602. ** SIDL
603. ****OUTER GIRDER
604. PRINT MAXFORCE ENVELOPE LIST 356 364 386 402

MEMBER FORCE ENVELOPE

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

356

364
 386

402

********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

605. *****MIDDLE GIRDER

606. PRINT MAXFORCE ENVELOPE LIST 342 350 391 401

MEMBER FORCE ENVELOPE

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

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

342

350

391
 401

********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

609. LOAD LIST 5 TO 1204

610. ** LL INC. IMP.
611. ****OUTER GIRDER
612. PRINT MAXFORCE ENVELOPE LIST 356 364 386 402

MEMBER FORCE ENVELOPE

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

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

356

364

386

402
 ********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

613. *****MIDDLE GIRDER

614. PRINT MAXFORCE ENVELOPE LIST 342 350 391 401
MAXFORCE ENVELOPE LIST 342
DXF IMPORT OF STAAD.DXF -- PAGE NO. 20

MEMBER FORCE ENVELOPE

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

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

342

350

391

401

********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

 618. LOAD LIST 1205 TO 1990
619. ** SIDL
620. ****OUTER GIRDER
621. PRINT MAXFORCE ENVELOPE LIST 356 364 386 402
MAXFORCE ENVELOPE LIST 356
DXF IMPORT OF STAAD.DXF -- PAGE NO. 21

MEMBER FORCE ENVELOPE

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

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

356

364

386

402

********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

622. *****MIDDLE GIRDER

623. PRINT MAXFORCE ENVELOPE LIST 342 350 391 401
 MEMBER FORCE ENVELOPE
---------------------

ALL UNITS ARE KN METE

MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS

MEMB FY/ DIST LD MZ/ DIST LD

FZ DIST LD MY DIST LD FX DIST LD

342

350

391

401

********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********

631. FINISH
 19.0STRESS SUMMARY
1 Prestressing stage-1 (14) days after casting of Permitted Compressive Strength .48*fck 2381 T/SQM
girder on ground
2 Prestressing stage-2 (21) days after casting of Permitted Compressive Strength .48*fck 2694 T/SQM
girder on ground
Permitted Tensile Strength -469 T/SQM

3 CASES GIRDER STRESSES DECK STRESSES PG No.

AFTER CABLE STRESSING STAGE 1 ON GROUND(WITH +10% JACKING FORCE)
TOP BOTTOM TOP
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
MAX (T/SQM) -108.5 2381 SAFE 2288 2380.7 SAFE - - N/A
MIN (T/SQM) -173.2 -230 SAFE 747 -230.0 SAFE - - N/A

AFTER GREEN DECK CONCREATING (WITH +10% JACKING FORCE)

TOP BOTTOM TOP
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
MAX (T/SQM) 1106.8 2694 SAFE 1182.2 2694 SAFE - - N/A
MIN (T/SQM) -39.2 -469 SAFE 575.9 -469 SAFE - - N/A

AFTER GREEN DECK CONCREATING (WITH -10% JACKING FORCE)

TOP BOTTOM TOP
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
MAX (T/SQM) 1239.8 2694 SAFE 780.4 2694 SAFE - - N/A
MIN (T/SQM) 2.2 -469 SAFE 441.1 -469 SAFE - - N/A

AFTER LAYING OF SIDL (WITH -10% JACKING FORCE)

TOP BOTTOM TOP
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
MAX (T/SQM) 1246.1 2694 SAFE 760.4 2694 SAFE 12.0 2204.08 SAFE
MIN (T/SQM) 6.2 -469 SAFE 427.0 -469 SAFE 4.2 -469 SAFE

Page 157
 19.0STRESS SUMMARY
AFTER LONG TERM (INFINITY) LOSSES (WITH -10% JACKING FORCE) WITH TEMP WITHOUT LL
TOP BOTTOM TOP
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
MAX (T/SQM) 1392.8 2694 SAFE 911.5 2694 SAFE 476.4 2204.08 SAFE
MIN (T/SQM) -109.0 -469 SAFE 135.9 -469 SAFE -218.6 -469 SAFE

QUASI PERMANENT CASE

TOP BOTTOM TOP
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
MAX (T/SQM) 1431.3 2694 SAFE 801.4 2694 SAFE 251.5 2204.08 SAFE
MIN (T/SQM) 6.2 -469 SAFE 235.7 -469 SAFE -123.4 -469 SAFE

FREQUENT CASE
TOP BOTTOM TOP
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
MAX (T/SQM) 1618.6 2694 SAFE 816.5 2694 SAFE 510.1 2204.08 SAFE
MIN (T/SQM) 41.6 -469 SAFE -81.9 -469 SAFE -145.6 -469 SAFE

RARE CASE
TOP BOTTOM TOP
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
MAX (T/SQM) 1695.8 2694 SAFE 876.9 2694 SAFE 742.3 2204 SAFE
MIN (T/SQM) -2.1 -469 SAFE -307.2 -469 SAFE -234.6 -469 SAFE

ULS CAPACITY (GIRDER)

HOGG SAGG SHEAR
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
Prov. Sh.
MAX (T-m) 158.8 568.8 SAFE 1311.3 1938 SAFE 170.2 33
Re.nf

END CROSS GIRDER (ECG) AFTER ALL CASES)

Page 158
 19.0STRESS SUMMARY
HOGG SAGG SHEAR
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
Prov. Sh.
ULS (kN-m) 1063 1765 SAFE 638 1315 SAFE 1063.13 195.8
Re.nf
SLS-QUASI
3.98 10.80 SAFE 2.28 10.80 SAFE
(N/mm2)
SLS-RARE
3.98 14.40 SAFE 2.28 14.40 SAFE
(N/mm2)
CRACK (mm) 0.26 0.30 SAFE 0.21 0.30 SAFE

INTERMEDIATE CROSS GIRDER (ICG) AFTER ALL CASES)

HOGG SAGG SHEAR
ACTUAL PERM. STATUS ACTUAL PERM. STATUS ACTUAL PERM. STATUS
Prov. Sh.
ULS (kN-m) 484 782 SAFE 1802 1965 SAFE 477.3 149.0
Re.nf
SLS-QUASI
1.82 16.20 SAFE na na na
(N/mm2)
SLS-RARE
1.82 21.60 SAFE 9.29 21.60 SAFE
(N/mm2)
CRACK (mm) 0.18 0.30 SAFE na na na

Losses due to prestressing

Loss due to Friction & Slip 0.133 %
Loss due to Elastic shortening 6.708 %
Loss due to Creep 0.438 %
Loss due to Shrinkage 0.403 %
Loss due to Relaxation of Steel 6.960 %
Total Loss 14.642 %

FINISH

Page 159
 20.0 MATERIALPROPERTIES

CONCRETE DETAILS

Grade of Conc. For deck slab = M- 45

Characteristic strength of deck slab concrete fcm = 55 N/sqmm

chracteristic axial tensile tensile strength of concrete at a strain = 1.9 N/sqmm

5 percent fractile of tensile strength fctk0.05 =
( p-38 of IRC 112)

95 percent fractile of tensile strength fctk0.95 = 3.6 N/sqmm

( p-38 of IRC 112)

Young, s Modulus of deck slab conc. = 32000 N/sqmm

P253 -table A4.2 - IRC 112

Ultimate compressive strain in concrete (εcu3) = 0.0035

Girder Concrete

Grade of Conc. For PSC gir M- 55

Characteristic strength of girder concrete fcm = = 65 N/sqmm
=
Chracteristic axial tensile tensile strength of concrete at a strain = -2.5 N/sqmm
5 percent fractile of tensile strength fctk 0.05 =
( p-38 table 6.5 of IRC 112) =
=
95 percent fractile of tensile strength fctk0.95 = -4.6 N/sqmm
( p-38 of IRC 112) =
=
Young, s Modulus of deck slab conc. Ecm = 35000 N/sqmm
P253 -table A4.2 - IRC 112 =
=
Ultimate compressive strain in concrete (εcu3) = 0.0035
=
Age of concrete at transfer = = 14 days
=
(Ref cl 6.4.2.2(1) of IRC:112 pg 37 $ 39) =
=
mean concrete comp. strength at age "t" days =βcc (t) * fcm =
=
βcc (t) = exp { S [ 1- (28/t/t1)^0.5 ] } = 0.902
=
fcm(t)-Mean concrete compressive strength at age "t' day= 58.606N/sqmm
fck at 14 days = 48.606N/sqmm
βcc (t) = coefficient depending on age "t" =
=
t= age of concrete in days = 14 days
=
t1 = 1 day

Page 160
 20.0 MATERIALPROPERTIES

=
S= Coeff. With value , ( for OPC ) = 0.25
=
(t/t1) = 14.00
=
[ 1- (28/t/t1)^0.5 ] = -0.41
=
Ecm(t) = (Eq. 6.1) [fcm(t)/fcm]^0.3 Ecm = 33929 N/sqmm
=
Modulur ratio at 1st stage stressing = 5.75

Age of conc. At transfer = = 28.00 days

fck (t28) = = 55.00 N/sqmm
=
Young;s modulus of elasticity at =
second stage of transfer = = 35000 N/sqmm
= 35000000 kN/sqm
Modulur ratio at 2nd stage stressing = = 5.57

Cables to be stredd during 2nd stage of stressing

No of cables 1 2 3 4 5
Cables to 1 2
be stressed

Permissible tensile stress of concrete

(table 6.5 of IRC 112- P-38)
fctm at 28 days for mix M- 45.00
fctm = -2.80 N/sqmm

M- 55.00
At transfer= -4.6 N/sqmm
At Service= -2.50 N/sqmm
fctm(t) = [βcc(t)]^α * fctm
α= 1.00 for t< 28.00 days

Age of concrete at 1st stage of stressing = 14 days

fctm(t) = -2.25 N/sqmm

Permissible compressive stress of concrete

At transfer of prestrss rare combination

(1st stage ) 0.48 fck = 23.33 N/sqmm

At transfer of prestrss rare combination

(2nd stage ) 0.48 fck = 26.40 N/sqmm

Page 161
 20.0 MATERIALPROPERTIES

At transfer of prestrss rare combination

(Service condition ) 0.48 fck = 26.40 N/sqmm

At transfer of prestrss Q. P Comb.

(Service condition ) 0.36 fck = 19.80 N/sqmm

STRAND DETAILS

Modulus of elasticity of steel Es = 195000 N/sqmm

19500000 t/sqm
Es 195000 MPa
Es/Ec= 5.091

HT strand shall be Uncoated Stress Relieved Low Relaxation Steel conforming to IS : 14268.

U.T.S. of HT strand fp 1862 N/sqmm

Area of T15 strand 138.7 sqmm
Area of 1 T15 cable 138.7 sqmm
0.000139 sqm
U.T.F of 1 T15 cable P 258 kN
U.T.F of 1 T15 cable P 26 T
Duct Dia 85 mm
Nominal tendon (cable) mass 93 N/m
FINISH

Page 162