Design-Psc T Girder

PROJECT:
ELEVATED STRUCTURE AT KANAONI OVER HINDON CUT CANAL

AND PARALLEL HINDON CUT CANAL, DISTRICT GHAZIABAD
CLIENT:
SUPERINTENDING ENGINEER
III RD CIRCLE, IRRIGATION WORKS
AGRA, UTTAR PRADESH
TITLE OF CALCULATIONS:
DESIGN OF PSC T GIRDER SUPERSTRUCTURE

(FOR SPAN A1-P1 & P1-A2)
DOCUMENT NO: SICEPL/2015004/001 REVISION NO:

R0
DATE: DECEMBER, 2016
DESIGN CONSULTANT:
INFRA CONSULTING
SETU ENGINEERS PVT. LTD.
B-98, 2nd Floor, Ashoka Enclave II, Sector-37, Faridabad-121003
Contact No: +91-9873072001, +91-9818625189

DESIGN OF PSC T BEAM SUPERSTRUCTURES
(1X24.0M SPAN, 14.0M WIDTH)
Design of PSC Girder 22.5m span and Slab Decking :
BASIC DESIGN DATA
1 Total width of superstructure Wsup 14.000 m

2 Effective span Leff 22.500 m
3 Clear carriage way Bcw 11.500 m
4 Skew angle Ang 0.000 Deg.
5 Spacing of main girder c/c Spmg 3.000 m
6 Width of railing+kerb Wkerb 0.500 m
7 Average Thk of deck slab Df 0.225 m
8 Thk of wearing coat Wc 0.065 m
9 Length of cantilever Lcan 1.000 m
10 Length of cantilever Lcan1 1.000 m
11 Cantilever slab thk at fixed end Dcan1 0.225 m
12 Cantilever slab thk at free end Dcan2 0.225 m
13 No of main girder Nomg 5 m
14 Depth of main girder (incl slab) Dmg 1.725 m
15 Width of Flange Wf 1.000 m
16 Depth of Flange Dfl 0.150 m
17 Web thk of main girder ( at center ) bwmc 0.300 m
18 Web thk of main girder ( at support ) bwms 0.800 m
19 Length of extra widening ( varying ) Lwv 1.500 m
20 Length of extra widening ( uniform ) Lwu 1.500 m
21 Top haunch Thw x Thh 0.350 x 0.100 m
22 Bottom haunch Bhw x Bhh 0.250 x 0.200 m
23 Bottom bulb Bbw x Bbh 0.800 x 0.250 m
2
24 Area of Beam at center Abc 0.7650 m
25 Area of Beam at support Abs 1.2329 m2
26 No of cross girder (incl. end girders) Nocg 2 m
27 Depth of cross girder (excl. Slab) Dcg 1.250 m
28 Thk of cross girder (Intermediate) bwcg 0.000 m
29 Thk of cross girder (End) bwcge 0.400 m
2
31 Grade of concrete Cgrade 45 N/mm
2
32 Grade of reinforcement Sgrade 500 N/mm
33 Clear cover cov 0.04 m
3
34 Unit weight of concrete wcon 2.500 t/m
35 Weight of wearing course wwc 0.200 t/m2
36 Weight of railing+kerb wrail 1.000 t/m
37 Stress in concrete (compression) fc 1500 t/m2
38 Stress in steel (tension) ft 24000 t/m2
39 Modular ratio m 10
40 Lever arm factor j 0.872
Beam Section At Midspan:
Y
1.00
0.15 Total depth = 1.500 m
2
0.1 Area = 0.7650 m
CG from bottom = 0.7381 m
Z Z CG from top = 0.7619 m
0.800 Iz = 0.2025 m4
0.300
0.2
0.25
0.8
Beam Section At Support:
Y
1.00
0.15 Total depth = 1.500 m
0.029 Area = 1.2329 m2
Z Z CG from top = 0.7322 m
0.8714 Iz = 0.2393 m4
0.8
0.2
0.25
0.8
Inner Girder Composite Section At Midspan:
Y
1.500 1.500
Total depth = 1.725 m
0.225 Area = 1.4400 m2
1.00 CG from top = 0.5770 m
0.15 CG from left = 1.5000 m
0.1 CG from right = 1.5000 m
4
Iz = 0.4795 m
Z Z
0.800
0.3
0.2
0.25
0.8
Y
Inner Girder Composite Section At Support:
Y
1.500 1.500
2
0.225 Area = 1.9079 m
1.00 CG from top = 0.6583 m
0.15 CG from left = 1.5000 m
4
Iz = 0.5534 m
Z Z
0.8714
0.8
0.2
0.25
0.8
Y
Outer Girder Composite Section At Midspan:
Y
1.000 1.500
0.225 Area = 1.3275 m2
1.00 CG from top = 0.6164 m
0.15 CG from left = 1.1059 m
01
0.1 CG from right =
CG from right = 1 3941
1.3941 m
Iz = 0.4527 m4
Z Z
0.800
0.3
0.2
0.25
0.8
Y
Outer Girder Composite Section At Support:
Y
1.000 1.500
2
0.225 Area = 1.7954 m
1.00 CG from top = 0.6926 m
0.15 CG from left = 1.0783 m
4
Iz = 0.5173 m
Z Z
0.8714
0.8
0.2
0.25
0.8
Y
Transverse Members :
Section of End Cross Girder
0.610 m
0.225 1 beff = lo/10 + bw [ Cl. 305.15.2 IRC 21 ]
= 0.610 m lo = 2.100 m
1.250
N A
2
0.4
Area = 0.637 m2
Distance of cg from top fibre (y) = 0.691 m
Moment of inertia of end cross girder (Iz) = 0.1243 m4
d/b for segment 1 = 2.711
K = 0.255
d/b for segment 2 = 3.125
K = 0.265
3 4
Torsional moment of inertia = K x b x d = 0.034 m
Section of Transverse Members T1
0.610 m
N 0.225
A
Area = 0.137 m2
4
Moment of inertia (Iz) = 0.0006 m
Torsional moment of inertia = K x b3 x d = 0.0018 m4
3.609
N 0.225
A
2
Area = 0.812 m
4
3
Torsional moment of inertia = K x b x d = 0.0123 m4
2.813
N 0.225
A
2
Area = 0.633 m
4
3
Torsional moment of inertia = K x b x d = 0.0095 m4
DESIGN OF MAIN GIRDER
Calculation of dead load
A. Inner Girder (1 st Stage)

1 Selfweight of Beams
Total weight of Beam =0.765*2.5 = 1.913 t/m
2 Web thickening at near ends
Main girder
1.5 1.500
Extra widening at support
2.1 Wt due to extra widening (uni) =(1.2329-0.765)*2.5 = 1.170 t/m

2.2 Wt due to extra widening (vary) = 1.170 to 0 t/m
3 Weight of cross girder to be cast with Beams
3.1 Intermediate Cross girder ((1.725-0.225-0.15-0.25)*(0.35)- = 0.000 t

00.5*0.25*0.2-
5*0 25*0 2
0.5*0.35*0.1)*0*2.5*2
(1.725-0.225-0.15-0.25-0.029/2)
3.2 End Cross girder *(0.5 -0.4)*0.4*2.5*2/cos0 = 0.217 t
B. Inner Girder (2 nd Stage)
1 Weight of deck slab =3*0.225*2.5 = 1.688 t/m
2 Weight of Inner cross girder =((3-1)*1.25)*0*2.5 = 0.000 t
3 Weight of End cross girder =((3-1)*1.25) *0.4*2.5/cos0 = 2.500 t

A. Outer Girder (1 st Stage)
1 Selfweight of Beams
Total weight of Beam =0.765*2.5 = 1.913 t/m
2 Web thickening at near ends
Main girder
1.5 1.5
Extra widening at support
2.1 Wt due to extra widening (uni) =(1.2329-0.765)*2.5 = 1.170 t/m

2.2 Wt due to extra widening (vary) = 1.170 to 0 t/m
3 Weight of cross girder to be cast with Beams
3.1 Intermediate Cross girder ((1.725-0.225-0.15-0.25)*(0.35)- = 0.000 t

0.5*0.25*0.2-
0.5*0.35*0.1)*0*2.5*2
3.2 End Cross girder (1.725-0.225-0.15-0.25-0.029/2) = 0.217 t

*(0.5 -0.4)*0.4*2.5*2/cos0
B. Outer Girder (2 nd Stage)
1 Weight of deck slab =(2*0.225+ 0.5*(0.225+0.225)/2) = 1.406 t/m

*2.5
Moment = 0.352 t-m
1a Weight of deck slab =(2*0.225+ 0.5*(0.225+0.225)/2) = 1.406 t/m

*2.5
Moment = 0.352 t-m
2 Weight of Inner cross girder =((3-1)*1.25)*0*2.5/2 = 0.000 t
Moment = 0.000 t-m
3 Weight of End cross girder =((3-1)*1.25) *0.4*2.5/2/cos0 = 1.250 t
Moment = 1.250 t-m

2
22
6
24 103
35 93
49
98
34 12
48 25 104
33 94
47 56
99
32 13
55 26 105
46 95
31
54 63
100
45
14
30
62 27 106
44 53 96
29 70
101
83 52 61
43 8
15 78 69 28 107
1 51 60 4
17 97 23
5 88 77
102
84 59 68
50 42
79 67 76
18 58
9 89 41
85 66 75
57
80 40
65 74
90 19
10 39
86
64 73
81 38
72
91 20
11
Y
37
87
71
X 82
Z 36
21 Load 1
7 92
16
3
Whole Structure
27 4
40 13129162
152
39 125 54 6
157 132
119 53 30163
38 126 153
113 52 61 12
37 120 158 133
51 60 31164
36 107 114 127 154
50 59 68 13
101 121 159 134
35 108
58 67 32165
95 49 128
34 102 115 155
57 66 75 14
89 142 122 160 135
20 48 96 109
137 65 74 33166
1 56 129 8
83 22 103 116 156 13628
3 90 73
15147 143 64 161
82
110 123 130 47
84 55 97 81
5 138 63 72
23 104 117 124 46
91 80
16148 144 71
62 98 111 118 45
85 139 79
9 70
24 92 105 44
17149 78 112
145
86 69 99 106 43
10 140 77
25 93 42
18150 146 100
87 76 41
Y 11 141 94
X 26
Z 1915188 21 Load 1
7 2
Whole Structure
STAAD INPUT FOR LONGITUDINAL ANALYSIS
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 24‐Feb‐16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER MTON
JOINT COORDINATES
1 0 0 0; 2 24 0 0; 3 0 0 14; 4 24 0 14; 5 0 0 1; 6 24 0 1; 7 0 0 13; 8 24 0 13;
9 0 0 4; 10 0 0 7; 11 0 0 10; 12 24 0 4; 13 24 0 7; 14 24 0 10; 15 0.75 0 0;
16 0.75 0 14; 17 0.75 0 1; 18 0.75 0 4; 19 0.75 0 7; 20 0.75 0 10;
21 0.75 0 13; 22 23.25 0 0; 23 23.25 0 14; 24 23.25 0 1; 25 23.25 0 4;
26 23.25 0 7; 27 23.25 0 10; 28 23.25 0 13; 29 3.5625 0 0; 30 6.375 0 0;
31 9.1875 0 0; 32 12 0 0; 33 14.8125 0 0; 34 17.625 0 0; 35 20.4375 0 0;
36 3.5625 0 14; 37 6.375 0 14; 38 9.1875 0 14; 39 12 0 14; 40 14.8125 0 14;
41 17.625 0 14; 42 20.4375 0 14; 43 3.5625 0 1; 44 6.375 0 1; 45 9.1875 0 1;
46 12 0 1; 47 14.8125 0 1; 48 17.625 0 1; 49 20.4375 0 1; 50 3.5625 0 4;
51 6.375 0 4; 52 9.1875 0 4; 53 12 0 4; 54 14.8125 0 4; 55 17.625 0 4;
56 20.4375 0 4; 57 3.5625 0 7; 58 6.375 0 7; 59 9.1875 0 7; 60 12 0 7;
61 14.8125 0 7; 62 17.625 0 7; 63 20.4375 0 7; 64 3.5625 0 10; 65 6.375 0 10;
66 9.1875 0 10; 67 12 0 10; 68 14.8125 0 10; 69 17.625 0 10; 70 20.4375 0 10;
71 3.5625 0 13; 72 6.375 0 13; 73 9.1875 0 13; 74 12 0 13; 75 14.8125 0 13;
76 17.625 0 13; 77 20.4375 0 13; 78 2.25 0 1; 79 2.25 0 4; 80 2.25 0 7;
81 2.25 0 10; 82 2.25 0 13; 83 3.75 0 1; 84 3.75 0 4; 85 3.75 0 7;
86 3.75 0 10; 87 3.75 0 13; 88 0.25 0 1; 89 0.25 0 4; 90 0.25 0 7;
91 0.25 0 10; 92 0.25 0 13; 93 21.75 0 1; 94 21.75 0 4; 95 21.75 0 7;
96 21.75 0 10; 97 21.75 0 13; 98 20.25 0 1; 99 20.25 0 4; 100 20.25 0 7;
101 20.25 0 10; 102 20.25 0 13; 103 23.75 0 1; 104 23.75 0 4; 105 23.75 0 7;
106 23.75 0 10; 107 23.75 0 13;
MEMBER INCIDENCES
1 1 15; 2 3 16; 3 1 5; 4 2 6; 5 5 9; 6 6 12; 7 7 3; 8 8 4; 9 9 10; 10 10 11;
11 11 7; 12 12 13; 13 13 14; 14 14 8; 15 5 88; 16 9 89; 17 10 90; 18 11 91;
19 7 92; 20 15 29; 21 16 36; 22 17 78; 23 18 79; 24 19 80; 25 20 81; 26 21 82;
27 22 2; 28 23 4; 29 24 103; 30 25 104; 31 26 105; 32 27 106; 33 28 107;
34 29 30; 35 30 31; 36 31 32; 37 32 33; 38 33 34; 39 34 35; 40 35 22; 41 36 37;
42 37 38; 43 38 39; 44 39 40; 45 40 41; 46 41 42; 47 42 23; 48 43 83; 49 44 45;
50 45 46; 51 46 47; 52 47 48; 53 48 98; 54 49 93; 55 50 84; 56 51 52; 57 52 53;
58 53 54; 59 54 55; 60 55 99; 61 56 94; 62 57 85; 63 58 59; 64 59 60; 65 60 61;
66 61 62; 67 62 100; 68 63 95; 69 64 86; 70 65 66; 71 66 67; 72 67 68;
73 68 69; 74 69 101; 75 70 96; 76 71 87; 77 72 73; 78 73 74; 79 74 75;
80 75 76; 81 76 102; 82 77 97; 83 15 17; 84 17 18; 85 18 19; 86 19 20;
87 20 21; 88 21 16; 89 29 43; 90 43 50; 91 50 57; 92 57 64; 93 64 71; 94 71 36;
95 30 44; 96 44 51; 97 51 58; 98 58 65; 99 65 72; 100 72 37; 101 31 45;
102 45 52; 103 52 59; 104 59 66; 105 66 73; 106 73 38; 107 32 46; 108 46 53;
109 53 60; 110 60 67; 111 67 74; 112 74 39; 113 33 47; 114 47 54; 115 54 61;
116 61 68; 117 68 75; 118 75 40; 119 34 48; 120 48 55; 121 55 62; 122 62 69;
123 69 76; 124 76 41; 125 35 49; 126 49 56; 127 56 63; 128 63 70; 129 70 77;
130 77 42; 131 22 24; 132 24 25; 133 25 26; 134 26 27; 135 27 28; 136 28 23;
137 78 43; 138 79 50; 139 80 57; 140 81 64; 141 82 71; 142 83 44; 143 84 51;
144 85 58; 145 86 65; 146 87 72; 147 88 17; 148 89 18; 149 90 19; 150 91 20;
151 92 21; 152 93 24; 153 94 25; 154 95 26; 155 96 27; 156 97 28; 157 98 49;
158 99 56; 159 100 63; 160 101 70; 161 102 77; 162 103 6; 163 104 12;
164 105 13; 165 106 14; 166 107 8;
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 3.5e+006
POISSON 0.15
DENSITY 2.5
ALPHA 1e‐005
DAMP 0.05
ISOTROPIC MATERIAL2
E 3.5e+006
POISSON 0.15
DENSITY 0.0001
ALPHA 1e‐005
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
22 26 29 33 147 151 152 156 PRIS AX 1.7954 IX 0.0001 IY 0.0001 IZ 0.5173
48 54 76 82 137 141 157 161 PRIS AX 1.5614 IX 0.0001 IY 0.0001 IZ 0.4850
49 TO 53 77 TO 81 142 146 PRIS AX 1.3275 IX 0.0001 IY 0.0001 IZ 0.4527
23 TO 25 30 TO 32 148 TO 150 153 TO 154 ‐
155 PRIS AX 1.9079 IX 0.0001 IY 0.0001 IZ 0.5534
55 61 62 68 69 75 138 TO 140 158 TO 159 ‐
160 PRIS AX 1.6739 IX 0.0001 IY 0.0001 IZ 0.5165
56 TO 60 63 TO 67 70 TO 74 143 TO 144 ‐
145 PRIS AX 1.4400 IX 0.0001 IY 0.0001 IZ 0.4795
15 19 162 166 PRIS YD 0.35 ZD 2.5
16 TO 18 163 TO 165 PRIS YD 0.35 ZD 3
1 TO 14 20 21 27 28 34 TO 47 PRIS AX 0.001 IX 0.0001 IY 0.0001 IZ 0.0001
84 TO 87 132 TO 135 PRIS AX 0.637 IX 0.0001 IY 0.0001 IZ 0.1243
83 88 131 136 PRIS AX 0.137 IX 0.0001 IY 0.0001 IZ 0.0006
89 TO 94 125 TO 130 PRIS AX 0.812 IX 0.0001 IY 0.0001 IZ 0.0034
95 TO 124 PRIS AX 0.633 IX 0.0001 IY 0.0001 IZ 0.0027
CONSTANTS
MATERIAL MATERIAL1 MEMB 15 TO 19 22 TO 26 29 TO 33 48 TO 82 84 TO 87 ‐
132 TO 135 137 TO 166
MATERIAL MATERIAL2 MEMB 1 TO 14 20 21 27 28 34 TO 47 83 88 TO 131 136
SUPPORTS
17 18 20 21 24 25 27 28 PINNED
DEFINE MOVING LOAD
TYPE 1 LOAD 3.4 3.4 3.4 3.4 5.7 5.7 1.35 1.35
DIST 3 3 3 4.3 1.2 3.2 1.1 WID 1.8
TYPE 2 LOAD 1.35 1.35 5.7 5.7 3.4 3.4 3.4 3.4
DIST 1.1 3.2 1.2 4.3 3 3 3 WID 1.8
TYPE 3 LOAD 8.5 8.5 8.5 8.5 6 6 4
DIST 1.37 3.05 1.37 2.13 1.52 3.96 WID 1.93
TYPE 4 LOAD 4 6 6 8.5 8.5 8.5 8.5
DIST 3.96 1.52 2.13 1.37 3.05 1.37 WID 1.93
TYPE 5 LOAD 3.5 7 7 7 7 3.5
DIST 0.914 0.914 0.914 0.914 0.914 WID 2.06
*LOAD 1 DEAD LOAD
*SELFWEIGHT Y ‐1
*LOAD 2 SIDL WITHOUT W/C
*MEMBER LOAD
*15 19 22 26 29 33 48 TO 54 76 TO 82 137 141 142 146 147 151 152 156 157 161 ‐
*162 166 UNI GY ‐1
*15 22 29 48 TO 54 137 142 147 152 157 162 UMOM GX ‐0.75
*19 26 33 76 TO 82 141 146 151 156 161 166 UMOM GX 0.75
*15 22 29 48 TO 54 137 142 147 152 157 162 UNI GY ‐1.13
*15 22 29 48 TO 54 137 142 147 152 157 162 UMOM GX ‐0.283
******CRASH BARRIER @ 1T/M; MOMEMT =1*(1.00‐0.5/2)=0.75 TM/M
******FOOTPATH DL @ 1.5*0.3*2.5 =1.13T/M; MOMEMT =1.13*(1.5/2‐0.5)=0.2825TM/M
****LOAD 3 SIDL WITH W/C
*MEMBER LOAD
*15 22 29 48 TO 54 137 142 147 152 157 162 UNI GY ‐0.1
*19 26 33 76 TO 82 141 146 151 156 161 166 UNI GY ‐0.4
*16 TO 18 23 TO 25 30 TO 32 55 TO 75 138 TO 140 143 TO 145 148 TO 150 ‐
*153 TO 155 158 TO 160 163 TO 165 UNI GY ‐0.6
*LOAD 4 FPLL
*MEMBER LOAD
*15 22 29 48 TO 54 137 142 147 152 157 162 UNI GY ‐0.65
*15 22 29 48 TO 54 137 142 147 152 157 162 UMOM GX ‐0.1625
******** FOOTPATH LL @ 1.5*0.43 =0.65T/M; MOMEMT =0.65*(1.5/2‐0.5)=0.1625TM/M
*LOAD 5 WIND LOAD
*MEMBER LOAD
*15 19 22 26 29 33 48 TO 54 76 TO 82 137 141 142 146 147 151 152 156 157 161 ‐
*162 166 UNI GY ‐0.5
*16 TO 18 23 TO 25 30 TO 32 55 TO 75 138 TO 140 143 TO 145 148 TO 150 ‐
*153 TO 155 158 TO 160 163 TO 165 UNI GY ‐0.6
*LOAD 6 VERTICAL SEISMIC
*SELFWEIGHT Y ‐0.12
*MEMBER LOAD
*15 19 22 26 29 33 48 TO 54 76 TO 82 137 141 142 146 147 151 152 156 157 161 ‐
*162 166 UNI GY ‐0.12
*15 22 29 48 TO 54 137 142 147 152 157 162 UNI GY ‐0.14
*15 22 29 48 TO 54 137 142 147 152 157 162 UNI GY ‐0.012
*19 26 33 76 TO 82 141 146 151 156 161 166 UNI GY ‐0.048
*16 TO 18 23 TO 25 30 TO 32 55 TO 75 138 TO 140 143 TO 145 148 TO 150 ‐
*153 TO 155 158 TO 160 163 TO 165 UNI GY ‐0.072
***************************************************************
***LL‐1******1 LANE 70RW+1LANE CLA(ECCENTRICALLY PLACED FOOTPATH SIDE)
***********************************************
*LOAD GENERATION 220
*TYPE 3 ‐13.4 0 5.56 XINC 0.2
*TYPE 1 ‐18.8 0 11.3 XINC 0.2
********************************************************
*********LL‐2******3 LANE CLASS‐A (ECCENTRICALLY PLACED FOOTPAH SIDE)
********************************************************
*TYPE 1 ‐18.8 0 4.2 XINC 0.2
*TYPE 1 ‐18.8 0 7.7 XINC 0.2
*TYPE 1 ‐18.8 0 11.2 XINC 0.2
*********LL‐3 1 LANE 70RW+1LANE
*TYPE 3 ‐13.4 0 8.82 XINC 0.2
*TYPE 1 ‐18.8 0 12.5 XINC 0.2
*********LL‐4 1 LANE 70RW+1LANE Class‐A
*TYPE 3 ‐13.4 0 11.87 XINC 0.2
*TYPE 1 ‐18.8 0 6.0 XINC 0.2
*********LL‐5 3 LANE Class‐A
LOAD GENERATION 220
TYPE 1 ‐18.8 0 13.1 XINC 0.2
TYPE 1 ‐18.8 0 9.6 XINC 0.2
TYPE 1 ‐18.8 0 6.1 XINC 0.2
PERFORM ANALYSIS
FINISH

STAAD INPUT FOR STAGE ANALYSIS
STAAD SPACE
ENGINEER DATE 11‐Jun‐15
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER MTON
JOINT COORDINATES
1 0 0 0; 2 23.5 0 0; 3 0.5 0 0; 4 23 0 0; 5 3.3125 0 0; 6 6.125 0 0;
7 8.9375 0 0; 8 11.75 0 0; 9 14.5625 0 0; 10 17.375 0 0; 11 20.1875 0 0;
12 2 0 0; 13 3.5 0 0; 14 20 0 0; 15 21.5 0 0;
MEMBER INCIDENCES
1 1 3; 2 3 12; 3 4 2; 4 5 13; 5 6 7; 6 7 8; 7 8 9; 8 9 10; 9 10 14; 10 11 15;
11 12 5; 12 13 6; 13 14 11; 14 15 4;
ISOTROPIC MATERIAL1
E 3.5e+006
POISSON 0.15
DENSITY 2.5
ALPHA 1e‐005
DAMP 0.05
ISOTROPIC MATERIAL2
E 3.5e+006
POISSON 0.15
DENSITY 0.0001
ALPHA 1e‐005
DAMP 0.05
END DEFINE MATERIAL
CONSTANTS
MATERIAL MATERIAL1 ALL
1 TO 14 PRIS YD 1 ZD 1
SUPPORTS
3 4 PINNED
LOAD 1 STAGE‐1 FOR ALL GIRDERS
MEMBER LOAD
1 TO 14 UNI GY ‐1.913
1 TO 3 14 UNI GY ‐1.17
JOINT LOAD
3 4 FY ‐0.217
MEMBER LOAD
4 TRAP GY ‐0.14625 0
11 TRAP GY ‐1.17 ‐0.14625
10 TRAP GY ‐1.02375 0
13 TRAP GY ‐1.17 ‐1.02375
LOAD 2 STAGE‐2 FOR IG
MEMBER LOAD
1 TO 14 UNI GY ‐1.688
JOINT LOAD
3 4 FY ‐2.5
LOAD 3 STAGE‐2 FOR OG
MEMBER LOAD
1 TO 14 UNI GY ‐1.406
JOINT LOAD
3 4 FY ‐1.25
LOAD 4 SHUTTERING LOAD FOR IG
MEMBER LOAD
1 TO 14 UNI GY ‐1.26
LOAD 5 SHUTTERING LOAD FOR OG1&OG2
MEMBER LOAD
1 TO 14 UNI GY ‐1.05
PERFORM ANALYSIS
FINISH

Summary of Loads
Impact Factor Calculation : ( Refer : IRC: 6 -2000 )
70R Vehicle : 1.158 Class A : 1.158
Factor for Warping and Distortion : 1.0
SUMMARY OF BENDING MOMENT DUE TO LIVE LOAD FOR OUTER GIRDER-OG1

(FROM STAAD OUTPUT) : (WITHOUT IMPACT)
Location
Sl. Nr. Item Deff from Span Span Span (3L/8) Span
support (L/8) (L/4) (L/2)
1 TYPE-1 10.67 19.97 36.19 46.99 50.70
2 TYPE-2 11.91 19.95 35.38 45.64 50.63
3 TYPE-3 0.00 0.00 0.00 0.00 0.00
4 TYPE-4 1.14 2.13 3.83 4.81 4.82
5 TYPE-5 0.66 1.22 2.42 3.04 3.25
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing moment 11.91 19.97 36.19 46.99 50.70
SUMMARY OF SHEAR FORCE DUE TO LIVE LOAD FOR OUTER GIRDER-OG1

Location
1 TYPE-1 7.09 7.09 5.78 3.91 1.47
2 TYPE-2 8.07 8.07 6.64 4.63 2.64
3 TYPE-3 2.93 2.93 2.27 1.51 0.65
4 TYPE-4 0.69 0.69 0.64 0.64 0.41
5 TYPE-5 0.43 0.43 0.52 0.52 0.38
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 8.07 8.07 6.64 4.63 2.64

(WITH IMPACT)
Location
1 TYPE-1 12.35 23.12 41.91 54.41 58.71
2 TYPE-2 13.79 23.10 40.97 52.85 58.62
3 TYPE-3 0.00 0.00 0.00 0.00 0.00
4 TYPE-4 1.32 2.46 4.43 5.56 5.58
5 TYPE-5 0.77 1.41 2.80 3.52 3.76
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
(WITH IMPACT)
Location
1 TYPE-1 8.20 8.20 6.69 4.52 1.71
2 TYPE-2 9.35 9.35 7.69 5.36 3.05
3 TYPE-3 3.39 3.39 2.62 1.74 0.75
4 TYPE-4 0.80 0.80 0.74 0.74 0.48
5 TYPE-5 0.49 0.49 0.60 0.60 0.44
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 9.35 9.35 7.69 5.36 3.05
SUMMARY OF BENDING MOMENT AND SHEAR FORCE (OUTER GIRDER)-OG1
Location
Bending Moments
1 Stage 1 Loading 32.3 56.0 93.8 116.5 124.0
2 Stage 2 Loading 22.0 38.8 66.6 83.2 88.8
3 Shuttering Load 16.4 28.9 49.7 62.2 66.3
4 SIDL( Moment) 35.6 63.2 108.0 134.8 143.1
5 FPLL( Moment) 9.5 16.8 28.7 35.7 38.0
6 Due to Live Load( Moment) 13.79 23.12 41.91 54.41 58.71

23.29 39.91 70.59 90.07 96.67
Shear Forces
1 Stage 1 Loading 19.5 16.2 10.8 5.4 0.0
2 Stage 2 Loading 13.7 11.9 7.9 4.0 0.0
3 Shuttering Load 10.2 8.9 5.9 3.0 0.0
4 SIDL(Shear) 22.5 19.5 12.5 6.2 0.0
5 FPLL( Shear) 6.0 5.1 3.4 1.7 0.1
6 Due to Live Load( Shear) 9.35 9.35 7.69 5.36 3.05

15.32 14.49 11.08 7.10 3.15
Summary of Loads

Location
1 TYPE-1 8.49 16.04 28.19 34.15 34.91
2 TYPE-2 8.35 15.69 28.92 36.03 36.66
3 TYPE-3 23.30 43.99 79.08 97.01 97.88
4 TYPE-4 33.62 63.07 109.14 135.24 146.07
5 TYPE-5 32.81 58.66 101.12 122.16 123.36
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00

Location
1 TYPE-1 5.79 5.79 4.65 3.23 1.99
2 TYPE-2 5.62 5.62 4.73 3.27 1.74
3 TYPE-3 15.86 15.86 12.95 9.06 5.19
4 TYPE-4 22.44 22.44 18.49 13.60 8.73
5 TYPE-5 21.79 21.04 16.61 11.82 7.61
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 22.44 22.44 18.49 13.60 8.73

(WITH IMPACT)
Location
1 TYPE-1 9.82 18.57 32.64 39.54 40.42
2 TYPE-2 9.67 18.17 33.49 41.72 42.44
3 TYPE-3 26.97 50.94 91.56 112.33 113.33
4 TYPE-4 38.93 73.03 126.37 156.59 169.14
5 TYPE-5 37.99 67.92 117.09 141.45 142.84
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
(WITH IMPACT)
Location
1 TYPE-1 6.70 6.70 5.39 3.74 2.30
2 TYPE-2 6.51 6.51 5.47 3.78 2.01
3 TYPE-3 18.36 18.36 15.00 10.49 6.01
4 TYPE-4 25.98 25.98 21.41 15.74 10.11
5 TYPE-5 25.23 24.36 19.23 13.69 8.81
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 25.98 25.98 21.41 15.74 10.11
SUMMARY OF BENDING MOMENT AND SHEAR FORCE (OUTER GIRDER)-OG2
Location
Bending Moments
1 Stage 1 Loading 32.3 56.0 93.8 116.5 124.0
2 Stage 2 Loading 22.0 38.8 66.6 83.2 88.8
3 Shuttering Load 16.4 28.9 49.7 62.2 66.3
4 SIDL( Moment) 23.2 41.2 70.6 87.8 93.6
5 FPLL( Moment) 0.0 0.0 0.0 0.0 0.0

38.93 73.03 126.37 156.59 169.14
Shear Forces
1 Stage 1 Loading 19.5 16.2 10.8 5.4 0.0
2 Stage 2 Loading 13.7 11.9 7.9 4.0 0.0
3 Shuttering Load 10.2 8.9 5.9 3.0 0.0
4 SIDL(Shear) 14.7 12.8 8.5 4.2 0.1
5 FPLL( Shear) 0.0 0.0 0.0 0.0 0.0

25.98 25.98 21.41 15.74 10.11
Summary of Loads
SUMMARY OF BENDING MOMENT DUE TO LIVE LOAD FOR INNER GIRDER-IG1

Location
1 TYPE-1 54.54 102.36 162.27 195.04 204.69
2 TYPE-2 38.92 73.77 122.16 144.93 145.79
3 TYPE-3 15.45 28.95 50.87 65.54 70.21
4 TYPE-4 23.82 45.18 73.52 86.51 86.65
5 TYPE-5 25.66 48.58 81.61 97.38 98.50
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
SUMMARY OF SHEAR FORCE DUE TO LIVE LOAD FOR INNER GIRDER-IG1

Location
1 TYPE-1 36.44 36.44 28.31 22.80 18.54
2 TYPE-2 26.64 26.64 20.19 14.56 10.14
3 TYPE-3 10.29 10.29 8.03 5.30 2.06
4 TYPE-4 16.37 16.37 12.26 8.94 6.44
5 TYPE-5 17.54 17.54 13.39 9.56 6.42
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 36.44 36.44 28.31 22.80 18.54

(WITH IMPACT)
Location
1 TYPE-1 63.15 118.53 187.89 225.84 237.01
2 TYPE-2 45.07 85.42 141.45 167.82 168.81
3 TYPE-3 17.88 33.52 58.90 75.89 81.29
4 TYPE-4 27.58 52.31 85.13 100.17 100.33
5 TYPE-5 29.72 56.25 94.49 112.76 114.06
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
(WITH IMPACT)
Location
1 TYPE-1 42.19 42.19 32.78 26.40 21.46
2 TYPE-2 30.85 30.85 23.37 16.86 11.75
3 TYPE-3 11.91 11.91 9.30 6.13 2.39
4 TYPE-4 18.95 18.95 14.20 10.35 7.46
5 TYPE-5 20.31 20.31 15.50 11.06 7.43
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 42.19 42.19 32.78 26.40 21.46
SUMMARY OF BENDING MOMENT AND SHEAR FORCE (INNER GIRDER)-IG1
Location
Bending Moments
1 Stage 1 Loading 32.3 56.0 93.8 116.5 124.0
2 Stage 2 Loading 26.4 46.5 79.9 99.9 106.6
3 Shuttering Load 19.7 34.7 59.6 74.6 79.6
4 SIDL( Moment) 10.8 19.3 34.7 44.8 48.3
5 FPLL( Moment) 1.5 2.7 5.2 6.9 7.5

64.61 121.26 193.04 232.71 244.50
Shear Forces
1 Stage 1 Loading 19.5 16.2 10.8 5.4 0.0
2 Stage 2 Loading 16.5 14.2 9.5 4.8 0.0
3 Shuttering Load 12.3 10.6 7.1 3.5 0.0
4 SIDL(Shear) 6.8 6.3 4.6 2.8 0.0
5 FPLL( Shear) 1.0 1.0 0.9 0.6 0.2

43.16 43.16 33.64 27.01 21.68
Summary of Loads

Location
1 TYPE-1 39.00 73.11 127.93 160.27 173.41
2 TYPE-2 40.40 76.24 133.27 161.89 163.72
3 TYPE-3 53.22 99.82 162.70 198.02 210.10
4 TYPE-4 30.05 56.30 103.41 129.51 131.45
5 TYPE-5 38.61 72.99 124.82 150.18 151.62
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00

Location
1 TYPE-1 25.99 25.99 21.55 15.77 9.67
2 TYPE-2 27.44 27.44 22.04 15.62 9.82
3 TYPE-3 35.51 35.51 28.77 22.99 17.66
4 TYPE-4 20.05 20.05 16.78 11.76 6.33
5 TYPE-5 26.33 26.33 20.80 14.93 9.89
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 35.51 35.51 28.77 22.99 17.66

(WITH IMPACT)
Location
1 TYPE-1 45.16 84.65 148.13 185.58 200.79
2 TYPE-2 46.78 88.28 154.32 187.45 189.56
3 TYPE-3 61.62 115.58 188.39 229.29 243.28
4 TYPE-4 34.79 65.19 119.74 149.96 152.21
5 TYPE-5 44.71 84.51 144.53 173.89 175.56
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
(WITH IMPACT)
Location
1 TYPE-1 30.09 30.09 24.95 18.26 11.20
2 TYPE-2 31.77 31.77 25.52 18.08 11.37
3 TYPE-3 41.11 41.11 33.32 26.62 20.45
4 TYPE-4 23.21 23.21 19.43 13.62 7.33
5 TYPE-5 30.49 30.49 24.08 17.29 11.45
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 41.11 41.11 33.32 26.62 20.45
Location
Bending Moments
1 Stage 1 Loading 32.3 56.0 93.8 116.5 124.0
2 Stage 2 Loading 26.4 46.5 79.9 99.9 106.6
3 Shuttering Load 19.7 34.7 59.6 74.6 79.6
4 SIDL( Moment) 5.8 9.9 16.0 19.1 20.3
5 FPLL( Moment) 0.0 0.0 0.0 0.0 0.0

61.62 115.58 188.39 229.29 243.28
Shear Forces
1 Stage 1 Loading 19.5 16.2 10.8 5.4 0.0
2 Stage 2 Loading 16.5 14.2 9.5 4.8 0.0
3 Shuttering Load 12.3 10.6 7.1 3.5 0.0
4 SIDL(Shear) 3.5 3.0 1.9 1.2 0.5
5 FPLL( Shear) 0.4 0.4 0.3 0.2 0.1

41.47 41.47 33.62 26.84 20.53
Summary of Loads

Location
1 TYPE-1 30.94 58.64 98.48 117.53 117.46
2 TYPE-2 36.96 70.07 115.87 137.37 138.18
3 TYPE-3 54.44 102.56 170.46 207.88 216.14
4 TYPE-4 55.07 103.33 164.72 198.77 209.40
5 TYPE-5 41.12 77.73 131.85 158.12 159.46
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00

Location
1 TYPE-1 21.21 21.21 16.30 11.74 7.90
2 TYPE-2 25.31 25.31 19.15 13.25 9.63
3 TYPE-3 36.72 36.72 28.26 20.78 14.29
4 TYPE-4 36.71 36.71 28.87 23.25 18.54
5 TYPE-5 28.03 28.03 21.64 15.41 10.16
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 36.72 36.72 28.87 23.25 18.54

(WITH IMPACT)
Location
1 TYPE-1 35.83 67.90 114.03 136.08 136.01
2 TYPE-2 42.80 81.13 134.16 159.06 160.00
3 TYPE-3 63.04 118.75 197.38 240.70 250.27
4 TYPE-4 63.76 119.65 190.73 230.16 242.46
5 TYPE-5 47.62 90.00 152.67 183.08 184.63
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
(WITH IMPACT)
Location
1 TYPE-1 24.56 24.56 18.87 13.59 9.15
2 TYPE-2 29.31 29.31 22.18 15.34 11.15
3 TYPE-3 42.51 42.51 32.73 24.06 16.54
4 TYPE-4 42.51 42.51 33.43 26.92 21.46
5 TYPE-5 32.45 32.45 25.05 17.84 11.76
6 TYPE-6 0.00 0.00 0.00 0.00 0.00
7 TYPE-7 0.00 0.00 0.00 0.00 0.00
8 TYPE-8 0.00 0.00 0.00 0.00 0.00
9 TYPE-9 0.00 0.00 0.00 0.00 0.00
10 TYPE-10 0.00 0.00 0.00 0.00 0.00
Governing shear 42.51 42.51 33.43 26.92 21.46
Location
Bending Moments
1 Stage 1 Loading 32.3 56.0 93.8 116.5 124.0
2 Stage 2 Loading 26.4 46.5 79.9 99.9 106.6
3 Shuttering Load 19.7 34.7 59.6 74.6 79.6
4 SIDL( Moment) 8.6 15.2 26.9 34.4 37.0
5 FPLL( Moment) 0.0 0.0 0.0 0.0 0.0

63.76 119.65 197.38 240.70 250.27
Shear Forces
1 Stage 1 Loading 19.5 16.2 10.8 5.4 0.0
2 Stage 2 Loading 16.5 14.2 9.5 4.8 0.0
3 Shuttering Load 12.3 10.6 7.1 3.5 0.0
4 SIDL(Shear) 5.4 5.0 3.5 1.8 0.1
5 FPLL( Shear) 0.3 0.3 0.2 0.1 0.1

42.78 42.78 33.65 27.06 21.51
Calculation of Stresses Due to Temperature Gradient at Mid Span of Outer Girder
Total Height of the girder h = 1.725 m
C.G. of Girder from bottom Y = 1.1086 m
M.O.I. of the Section I = 0.4527 m4
Area of the Section A = 1.3275 m2
Grade of Concrete = 45
Modulus of Elasticity of Concrete Ec = 3.400E+07 KN/m2
o
Coefficient of thermal expansion of concrete a = 0.000012 C
Section Modulus at the top of Slab ZTS = 0.7344 m3
Section Modulus at the top of Girder ZTG = 1.1566 m3
Section Modulus at the bottom of Girder ZBG = 0.4084 m3
Temperature Rise Case
T1 o h1
= 17.8 C = 0.15 m
T2 o h2
= 4.0 C = 0.25 m
T3 o h3
= 2.1 C = 0.15 m
17.8 2.500 m
0.15 Stress 1.000 m
1 7262.4 0.225
2 4.0 0.25 1632.0 0.150 0.25
1.500 0.3
1.175
Y
0.2
3 0.15 856.8 0.25
2.1 0.8
Section of Girder at Span
Stress due to Stress due to
y Assuming End
Height Stress b Force e Moment release of release of Final Stress Final Stress
Segment from top Restrained
Axial Force Moment
m KN/m2 m KN m m KNm KN/m2 KN/m2 KN/m2 KN/m2 t/m2
1 0.150 7262.4 2.500 1667.70 0.059 0.557 929.29 7262.40 ‐1566.23 ‐1389.23 4306.9 430.7
2 0.075 1632.0 2.500 260.10 0.185 0.431 112.13 1632.00 ‐1566.23 ‐882.13 ‐816.4 ‐81.6
3 0.175 1142.4 1.000 99.96 0.283 0.333 33.29 1142.40 ‐1566.23
4 0.150 856.8 0.800 51.41 1.675 ‐1.059 ‐54.42 856.80 ‐1566.23 2498.55 1789.1 178.9
2079.17 1020.29
Temperature Fall Case
10.6 Stress h = 1.725 m

1 0.25 ‐4324.8
h1 T1 o
2 0.7 0.2 ‐285.6 = 0.250 m = 10.6 C
h2 T2 o
= 0.200 m = 0.7 C
h3 T3 o
= 0.200 m = 0.8 C
h4 T4 o
= 0.250 m = 6.6 C
0.825
3 0.8 0.2 ‐326.4

4 0.250 ‐2692.8
6.6
y Assuming End
Axial Force Moment
1 0.225 ‐4324.8 2.500 ‐1410.28 0.085 0.531 ‐748.98 ‐4324.80 1333.77 600.59 ‐2390.4 ‐239.0
2 0.025 ‐689.5 1.000 ‐12.19 0.236 0.381 ‐4.64 ‐689.52 1333.77 381.36 1025.6 102.6
3 0.225 ‐285.6 1.000 ‐28.11 0.314 0.302 ‐8.49 ‐285.60 1333.77
4 ‐0.025 35.7 0.300 ‐0.13 0.467 0.150 ‐0.02 35.70 1333.77
5 0.200 ‐326.4 0.550 ‐17.95 1.408 ‐0.792 14.22 ‐326.40 1333.77
4 0.250 ‐2692.8 0.800 ‐301.92 1.633 ‐1.016 306.83 ‐2692.80 1333.77 ‐1080.16 ‐2439.2 ‐243.9
‐1770.59 ‐441.09
Calculation of Stresses Due to Temperature Gradient at Support of Outer Girder
o
T1 o h1
= 17.8 C = 0.15 m
T2 o h2
= 4.0 C = 0.25 m
T3 o h3
= 2.1 C = 0.15 m
17.8 2.500 m
0.15 Stress 1.000 m
1 7262.4 0.225
2 4.0 0.25 1632.0 0.150 0.179
1.500 0.8
1.175
Y
0.2
3 0.15 856.8 0.25
2.1 0.8
y Assuming End
Axial Force Moment
1 0.150 7262.4 2.500 1667.70 0.059 0.633 1056.36 7262.40 ‐1158.05 ‐1578.16 4526.2 452.6
2 0.075 1632.0 2.500 260.10 0.185 0.507 131.95 1632.00 ‐1158.05 ‐1065.47 ‐591.5 ‐59.2
3 0.175 1142.4 1.000 99.96 0.283 0.409 40.91 1142.40 ‐1158.05
4 0.150 856.8 0.800 51.41 1.675 ‐0.982 ‐50.50 856.80 ‐1158.05 2352.43 2051.2 205.1
2079.17 1178.72
10.6 Stress h = 1.725 m

1 0.25 ‐4324.8
h1 T1 o
2 0.7 0.2 ‐285.6 = 0.250 m = 10.6 C
h2 T2 o
= 0.200 m = 0.7 C
h3 T3 o
= 0.200 m = 0.8 C
h4 T4 o
= 0.250 m = 6.6 C
0.825
3 0.8 0.2 ‐326.4

4 0.250 ‐2692.8
6.6
y Assuming End
Axial Force Moment
1 0.225 ‐4324.8 2.500 ‐1410.28 0.085 0.607 ‐856.44 ‐4324.80 990.73 763.36 ‐2570.7 ‐257.1
2 0.025 ‐689.5 1.000 ‐12.19 0.236 0.457 ‐5.57 ‐689.52 990.73 515.38 816.6 81.7
3 0.154 ‐285.6 1.000 ‐27.05 0.311 0.382 ‐10.32 ‐285.60 990.73
4 0.046 ‐65.7 0.800 ‐1.21 0.419 0.273 ‐0.33 ‐65.69 990.73
5 0.200 ‐326.4 0.800 ‐26.11 1.408 ‐0.716 18.69 ‐326.40 990.73
4 0.250 ‐2692.8 0.800 ‐301.92 1.633 ‐0.940 283.82 ‐2692.80 990.73 ‐1137.88 ‐2840.0 ‐284.0
‐1778.76 ‐570.15
Calculation of Stresses Due to Temperature Gradient at Support of Inner Girder
o
T1 o h1
= 17.8 C = 0.15 m
T2 o h2
= 4.0 C = 0.25 m
T3 o h3
= 2.1 C = 0.15 m
17.8 3.000 m
0.15 Stress 1.000 m
1 7262.4 0.225
2 4.0 0.25 1632.0 0.150 0.179
1.500 0.8
1.175
Y
0.2
3 0.15 856.8 0.25
2.1 0.8
y Assuming End
Axial Force Moment
1 0.150 7262.4 3.000 2001.24 0.059 0.599 1198.99 7262.40 ‐1291.85 ‐1584.30 4386.2 438.6
2 0.075 1632.0 3.000 312.12 0.185 0.473 147.63 1632.00 ‐1291.85 ‐1042.80 ‐702.7 ‐70.3
3 0.175 1142.4 1.000 99.96 0.283 0.375 37.48 1142.40 ‐1291.85
4 0.150 856.8 0.800 51.41 1.675 ‐1.017 ‐52.27 856.80 ‐1291.85 2567.18 2132.1 213.2
2464.73 1331.84
10.6 Stress h = 1.725 m

1 0.25 ‐4324.8
h1 T1 o
2 0.7 0.2 ‐285.6 = 0.250 m = 10.6 C
h2 T2 o
= 0.200 m = 0.7 C
h3 T3 o
= 0.200 m = 0.8 C
h4 T4 o
= 0.250 m = 6.6 C
0.825
3 0.8 0.2 ‐326.4

4 0.250 ‐2692.8
6.6
y Assuming End
Axial Force Moment
1 0.225 ‐4324.8 3.000 ‐1692.33 0.085 0.573 ‐969.68 ‐4324.80 1080.15 797.90 ‐2446.8 ‐244.7
2 0.025 ‐689.5 1.000 ‐12.19 0.236 0.423 ‐5.15 ‐689.52 1080.15 525.19 915.8 91.6
3 0.154 ‐285.6 1.000 ‐27.05 0.311 0.347 ‐9.40 ‐285.60 1080.15
4 0.046 ‐65.7 0.800 ‐1.21 0.419 0.239 ‐0.29 ‐65.69 1080.15
5 0.200 ‐326.4 0.800 ‐26.11 1.408 ‐0.750 19.58 ‐326.40 1080.15
4 0.250 ‐2692.8 0.800 ‐301.92 1.633 ‐0.974 294.18 ‐2692.80 1080.15 ‐1292.91 ‐2905.6 ‐290.6
‐2060.81 ‐670.76
Cable Profile
Es 195000 Area 18.772 angle 0.0000 rad 0
m 0.17 No of cables 6 z 0.4 0.1300
K 0.002 UTS 349.03 y 0.125 0.1300
Slip 6 mm elev 20 rn 60 (min 60)
plan 19
Cable No 1
Pleft 273.29 Pright 0.00 Length of Cable(Cut length) 25.211m
Sym 0 Xend 23.2 Extention (left) 171.8mm
Stage 2 Cable Bot Extention (right) 0.0mm
No of strands 1.000 No of cable 1.000 Emergence angle -4.004
Global Axis Y 0 23.2 Global Axis Z 0 23.2 Emergence angle 4.004
Elevation
Curve type Xstart Xend Ystart Yend Radius Cal Zend Yend
curv1 1 0 2.00 0.3 * 0.00 0.160 0.160
curv2 3 2.000 3.00 * 0.125 14.34 -1.000 0.125 0.125
curv3 1 3.000 20.2 0.125 0.125 0.00 0.000 0.125 0.125
curv4 3 20.2 21.2 0.125 * 14.30 -1.000 0.160 0.160
curv5 1 21.2 23.2 * 0.3 0.00 0.000 0.300 0.300
curv6 1 23.200 0.00 0.000 0.000 0.000
curv7 1 23.200 0.00 0.000 0.00 0.000
curv8 1 23.200 0.00 0.000 0.000 0.000
curv9 1 23.200 0.00 0.000 0.000 0.000
curv10 1 23.200 0.00 0.000 0.000 0.000
curv11 1 23.200 0.00 0.000 0.000 0.000
curv12 1 23.200 0.00 0.000 0.000 0.000
curv13 1 23.200 0.00 0.000 0.000 0.000
curv14 1 23.200 0.00 0.000 0.000 0.000
curv15 1 23.200 0.00 0.000 0.000 0.000
curv16 1 23.200 0.00 0.000 0.000 0.000
curv17 1 23.200 0.00 0.000 0.000 0.000
curv18 1 23.200 0.00 0.000 0.000 0.000
curv19 1 23.200 0.00 0.000 0.000 0.000
curv20 1 23.200 0.00 0.000 0.000 0.000
Plan
Curve type Xstart Xend Zstart Zend Radius Curve_len Zend Zend
curv1 1 0 23.200 -0.2 -0.2 0.00 -0.200 -0.200
curv2 1 23.200 0.00 0.000 0.000 0.000
curv3 1 23.200 0.00 0.000 0.000 0.000
curv4 1 23.200 0.00 0.000 0.000 0.000
curv5 1 23.200 0.00 0.000 0.000 0.000
curv6 1 23.200 0.00 0.000 0.000 0.000
curv7 1 23.200 0.00 0.000 0.00 0.000
curv8 1 23.200 0.00 0.000 0.000 0.000
curv9 1 23.200 0.00 0.000 0.000 0.000
curv10 1 23.200 0.00 0.000 0.000 0.000
curv11 1 23.200 0.00 0.000 0.000 0.000
curv12 1 23.200 0.00 0.000 0.000 0.000
curv13 1 23.200 0.00 0.000 0.000 0.000
curv14 1 23.200 0.00 0.000 0.000 0.000
curv15 1 23.200 0.00 0.000 0.000 0.000
curv16 1 23.200 0.00 0.000 0.000 0.000
curv17 1 23.200 0.00 0.000 0.000 0.000
curv18 1 23.200 0.00 0.000 0.000 0.000
curv19 1 23.200 0.00 0.000 0.000 0.000
Cable No 2
Elevation
curv1 1 0 2.00 0.3 * 0.00 0.160 0.160
curv2 3 2.000 3.00 * 0.125 14.34 -1.000 0.125 0.125
curv3 1 3.000 20.2 0.125 0.125 0.00 0.000 0.125 0.125
curv4 3 20.2 21.2 0.125 * 14.30 -1.000 0.160 0.160
curv5 1 21.2 23.2 * 0.3 0.00 0.000 0.300 0.300
curv6 1 23.200 0.00 0.000 0.000 0.000
curv7 1 23.200 0.00 0.000 0.00 0.000
curv8 1 23.200 0.00 0.000 0.000 0.000
curv9 1 23.200 0.00 0.000 0.000 0.000
curv10 1 23.200 0.00 0.000 0.000 0.000
curv11 1 23.200 0.00 0.000 0.000 0.000
curv12 1 23.200 0.00 0.000 0.000 0.000
curv13 1 23.200 0.00 0.000 0.000 0.000
curv14 1 23.200 0.00 0.000 0.000 0.000
curv15 1 23.200 0.00 0.000 0.000 0.000
curv16 1 23.200 0.00 0.000 0.000 0.000
curv17 1 23.200 0.00 0.000 0.000 0.000
curv18 1 23.200 0.00 0.000 0.000 0.000
curv19 1 23.200 0.00 0.000 0.000 0.000
curv20 1 23.200 0.00 0.000 0.000 0.000
Plan
curv1 1 0 23.200 0.2 0.2 0.00 0.200 0.200
curv2 1 23.200 0.00 0.000 0.000 0.000
curv3 1 23.200 0.00 0.000 0.000 0.000
curv4 1 23.200 0.00 0.000 0.000 0.000
curv5 1 23.200 0.00 0.000 0.000 0.000
curv6 1 23.200 0.00 0.000 0.000 0.000
curv7 1 23.200 0.00 0.000 0.00 0.000
curv8 1 23.200 0.00 0.000 0.000 0.000
curv9 1 23.200 0.00 0.000 0.000 0.000
curv10 1 23.200 0.00 0.000 0.000 0.000
curv11 1 23.200 0.00 0.000 0.000 0.000
curv12 1 23.200 0.00 0.000 0.000 0.000
curv13 1 23.200 0.00 0.000 0.000 0.000
curv14 1 23.200 0.00 0.000 0.000 0.000
curv15 1 23.200 0.00 0.000 0.000 0.000
curv16 1 23.200 0.00 0.000 0.000 0.000
curv17 1 23.200 0.00 0.000 0.000 0.000
curv18 1 23.200 0.00 0.000 0.000 0.000
curv19 1 23.200 0.00 0.000 0.000 0.000
Cable No 3
Elevation
curv1 1 0 8.000 0.900 * 0.00 0.171 0.171
curv2 3 8.000 9.000 * 0.125 11.04 -1.000 0.125 0.125
curv3 1 9.000 11.600 0.125 0.125 0.00 0.000 0.125 0.125
curv4 1 11.600 0.00 0.000 0.000 0.000
curv5 1 11.600 0.00 0.000 0.000 0.000
curv6 1 11.600 0.00 0.000 0.000 0.000
curv7 1 11.600 0.00 0.000 0.00 0.000
curv8 1 11.600 0.00 0.000 0.000 0.000
curv9 1 11.600 0.00 0.000 0.000 0.000
curv10 1 11.600 0.00 0.000 0.000 0.000
curv11 1 11.600 0.00 0.000 0.000 0.000
curv12 1 11.600 0.00 0.000 0.000 0.000
curv13 1 11.600 0.00 0.000 0.000 0.000
curv14 1 11.600 0.00 0.000 0.000 0.000
curv15 1 11.600 0.00 0.000 0.000 0.000
curv16 1 11.600 0.00 0.000 0.000 0.000
curv17 1 11.600 0.00 0.000 0.000 0.000
curv18 1 11.600 0.00 0.000 0.000 0.000
curv19 1 11.600 0.00 0.000 0.000 0.000
curv20 1 11.600 0.00 0.000 0.000 0.000
Plan
curv1 1 0 11.600 0 0 0.00 0.000 0.000
curv2 1 11.600 0.00 0.000 0.000 0.000
curv3 1 11.600 0.00 0.000 0.000 0.000
curv4 1 11.600 0.00 0.000 0.000 0.000
curv5 1 11.600 0.00 0.000 0.000 0.000
curv6 1 11.600 0.00 0.000 0.000 0.000
curv7 1 11.600 0.00 0.000 0.00 0.000
curv8 1 11.600 0.00 0.000 0.000 0.000
curv9 1 11.600 0.00 0.000 0.000 0.000
curv10 1 11.600 0.00 0.000 0.000 0.000
curv11 1 11.600 0.00 0.000 0.000 0.000
curv12 1 11.600 0.00 0.000 0.000 0.000
curv13 1 11.600 0.00 0.000 0.000 0.000
curv14 1 11.600 0.00 0.000 0.000 0.000
curv15 1 11.600 0.00 0.000 0.000 0.000
curv16 1 11.600 0.00 0.000 0.000 0.000
curv17 1 11.600 0.00 0.000 0.000 0.000
curv18 1 11.600 0.00 0.000 0.000 0.000
curv19 1 11.600 0.00 0.000 0.000 0.000
Cable forces after friction & slip Loss:‐
Cable 1&2
Section No Distance No of Cables YCG Hor. Force (t) Ver. Force (t)
1 0.001 1.0000 0.2999 245.4 -17.2
2 1.850 1.0000 0.1705 246.4 -17.3
3 3.163 1.0000 0.1250 251.0 0.0
4 5.975 1.0000 0.1250 252.5 0.0
5 8.788 1.0000 0.1250 254.0 0.0
6 11.600 1.0000 0.1250 255.5 0.0
7 14.412 1.0000 0.1250 256.9 00
0.0
8 17.225 1.0000 0.1250 258.4 0.0
9 20.037 1.0000 0.1250 259.4 0.0
10 21.350 1.0000 0.1705 255.1 17.9
11 23.200 1.0000 0.2999 254.1 17.8
Cable 3
Section No Distance No of Cables YCG Hor. Force (t) Ver. Force (t)
1 0.001 1.0000 0.8999 166.9 -15.221
2 1.850 1.0000 0.7313 167.6 -15.284
3 3.163 1.0000 0.6116 168.1 -15.329
4 5.975 1.0000 0.3552 169.2 -15.424
5 8 788
8.788 1 0000
1.0000 0 1271
0.1271 173 1
173.1 -3 358
-3.358
6 11.600 1.0000 0.1250 174.7 0.000
Cable Profile details:‐
X Cable no.
1 2 3
Y 300 300 900
0
Z ‐200 200 0
Y 230 230 809
1000
Z ‐200 200 0
Y 160 160 718
2000
Z ‐200 200 0
Y 125 125 626
3000
Z ‐200 200 0
Y 125 125 535
4000
Z ‐200 200 0
Y 125 125 444
5000
Z ‐200 200 0
Y 125 125 353
6000
Z ‐200 200 0
Y 125 125 262
7000
Z ‐200 200 0
Y 125 125 171
8000
Z ‐200 200 0
Y 125 125 125
9000
Z ‐200 200 0
Y 125 125 125
10000
Z ‐200 200 0
Y 125 125 125
11000
Z ‐200 200 0
Y 125 125 125
11600
Z ‐200 200 0
Compressive strength development with time :
(Refer : 6.4.2.2 of IRC:112-2011, Page:39) (Eq: 6.2 and 6.3)
fcm (t) = βcc (t) * fcm
fcm (t) = Mean concrete compressive strength at age 't' days.

fcm = Mean concrete compressive strength at age '28' days.
Refer Table 6.5 of IRC:112-2011
For, M 45 grade
fcm = 55 Mpa
βcc (t) = EXP [S*{1-(28*t1/t)^0.5}]
S= 0.25 for OPC and Rapid Hardening Cement

t1 = 1 day
t= 14 day (Assume)
fcm (t) = 49.59 Mpa
Compressive strength development with time : fcm (t) Mpa
fcm Day3 Day5 Day7 Day10 Day14 Day21 Day28

M35 45 26.92 31.98 35.05 38.03 40.57 43.29 45.00
M40 50 29.91 35.53 38.94 42.25 45.08 48.10 50.00
M45 55 32.90 39.08 42.83 46.48 49.59 52.91 55.00
M50 60 35.89 42.64 46.73 50.70 54.10 57.72 60.00
M55 65 38.89 46.19 50.62 54.93 58.61 62.53 65.00
M60 70 41.88 49.74 54.52 59.16 63.11 67.34 70.00
Tensile strength development with time :

(Refer : 6.4.2.3 of IRC:112-2011, Page:41) (Eq: 6.7)
fctm (t) = (βcc (t))^α * fctm
βcc (t) = EXP [S*{1-(28*t1/t)^0.5}]
S= 0.25 for OPC and Rapid Hardening Cement

t1 = 1 day
t= 14 day (Assume)
βcc (t) = 0.902

α= 1
For, M 45 grade
fctm = 3.3 Mpa
Refer Table 6.5 of IRC:112-2011
fctm (t) = 2.975 Mpa
Tensile strength development with time : fctm (t) Mpa
fctm Day3 Day5 Day7 Day10 Day14 Day21 Day28

M35 2.8 1.68 1.99 2.18 2.37 2.52 2.69 2.80
M40 3 1.79 2.13 2.34 2.54 2.70 2.89 3.00
M45 3.3 1.97 2.35 2.57 2.79 2.98 3.17 3.30
M50 3.5 2.09 2.49 2.73 2.96 3.16 3.37 3.50
M55 3.7 2.21 2.63 2.88 3.13 3.34 3.56 3.70
M60 4 2.39 2.84 3.12 3.38 3.61 3.85 4.00
Modulus of Elasticity for Concrete varying with time :

(Refer : 6.4.2.5 of IRC:112-2011, Page:44) (Eq: 6.10)
Ecm(t) = Ecm * [ fcm(t)/fcm ] ^0.3
Ecm(t) = Modulus of elasticity at time 't'.

Ecm = Secant modulus of elasticity. Refer Table 6.5 of IRC:112-2011
Ecm = 34 Gpa For M 45
Ecm(t) = 32.96 Gpa For t = 14
Modulus of Elasticity for Concrete varying with time : Ecm(t) Gpa
Ecm Day3 Day5 Day7 Day10 Day14 Day21 Day28

M35 32 27.4 28.9 29.7 30.4 31.0 31.6 32.0
M40 33 28.3 29.8 30.6 31.4 32.0 32.6 33.0
M45 34 29.1 30.7 31.5 32.3 33.0 33.6 34.0
M50 35 30.0 31.6 32.5 33.3 33.9 34.6 35.0
M55 36 30.9 32.5 33.4 34.2 34.9 35.6 36.0
M60 37 31.7 33.4 34.3 35.2 35.9 36.6 37.0
Shrinkage strain of concrete varying with time :
(Refer : 6.4.2.6 of IRC:112-2011, Page:44)
Total Shrinkage strain at 't' days = εcs (t) = εcd (t) + εca (t)
εca (t) = Autogenous shrinkage strain at 't' days
εca (t) = βas (t) * εca
βas (t) = 1 - EXP{-0.2*sqrt(t)} where 't' is in days
εca = Autogenous shrinkage strain to be taken from Table 6.6 of IRC:112-2011, Page:45
εcd (t) = Drying shrinkage strain at 't' days
εcd (t) = βds(t,ts) * Kh * εcd
Kh = factor depending upon 'ho' . to be taken from Table 6.7 of IRC:112-2011, Page:45
ho = notional size of the cross section in 'mm' = 2*Ac/ u
Ac = Concrete cross sectional area
u= Perimeter of the part of cross section exposed to drying.
εcd = Unrestrained drying shrinkage strain

to be taken from Table 6.8 of IRC:112-2011, Page:46
βds(t,ts) = (t-ts)
(t-ts) + 0.04*sqrt(ho^3)
t= age of concrete in days.

ts = age at beginning of drying shrinkage i.e end of curing.
Inputs :
Grade of concrete : M45

t= 28 days
εca = 0.000065 Table 6.6 of IRC:112-2011, Page:45
βas (t) = 0.652955
εca (t) = 0.000042
Ac = 1.44 m2
u= 10.02 m
ho = 287.4 mm
Kh = 0.75 Table 6.7 of IRC:112-2011, Page:45
ts = 7 days
βds(t,ts) = 0.09726
Relative humidity = 50 % (Assume)
εcd = 0.000443 Table 6.8 of IRC:112-2011, Page:46
εcd (t) = 0.000032
εcs (t) = 0.000075
Autogenous Shrinkage strain of concrete varying with time :
εca Day3 Day5 Day7 Day10 Day14 Day21 Day28 Day56 Day90 Day365 Day730 Day25550
M35 0.000045 1.3E-05 1.6E-05 1.8E-05 2.1E-05 2.4E-05 2.7E-05 2.9E-05 3.5E-05 3.8E-05 4.4E-05 4.5E-05 4.5E-05
M40 0.000055 1.6E-05 2.0E-05 2.3E-05 2.6E-05 2.9E-05 3.3E-05 3.6E-05 4.3E-05 4.7E-05 5.4E-05 5.5E-05 5.5E-05
M45 0.000065 1.9E-05 2.3E-05 2.7E-05 3.0E-05 3.4E-05 3.9E-05 4.2E-05 5.0E-05 5.5E-05 6.4E-05 6.5E-05 6.5E-05
M50 0.000075 2.2E-05 2.7E-05 3.1E-05 3.5E-05 4.0E-05 4.5E-05 4.9E-05 5.8E-05 6.4E-05 7.3E-05 7.5E-05 7.5E-05
M55 0.000085 2.5E-05 3.1E-05 3.5E-05 4.0E-05 4.5E-05 5.1E-05 5.6E-05 6.6E-05 7.2E-05 8.3E-05 8.5E-05 8.5E-05
M60 0.000095 2.8E-05 3.4E-05 3.9E-05 4.5E-05 5.0E-05 5.7E-05 6.2E-05 7.4E-05 8.1E-05 9.3E-05 9.5E-05 9.5E-05
Ac = 1.44 m2
u= 10.02 m
ho = 287.4 mm
Kh = 0.75 Table 6.7 of IRC:112-2011, Page:45
ts = 7 days
Relative humidity = 50 % (Assume)
εcd = Table 6.8 of IRC:112-2011, Page:46
Drying Shrinkage strain of concrete varying with time :
εcd Day3 Day5 Day7 Day10 Day14 Day21 Day28 Day56 Day90 Day365 Day730 Day25550
M35 0.000489 -7.7E-06 -3.8E-06 0.0E+00 5.6E-06 1.3E-05 2.5E-05 3.6E-05 7.4E-05 1.1E-04 2.4E-04 2.9E-04 3.6E-04
M40 0.000466 -7.3E-06 -3.6E-06 0.0E+00 5.3E-06 1.2E-05 2.3E-05 3.4E-05 7.0E-05 1.0E-04 2.3E-04 2.8E-04 3.5E-04
M45 0.000443 -7.0E-06 -3.4E-06 0.0E+00 5.0E-06 1.2E-05 2.2E-05 3.2E-05 6.7E-05 9.9E-05 2.2E-04 2.6E-04 3.3E-04
M50 0.000420 -6.6E-06 -3.3E-06 0.0E+00 4.8E-06 1.1E-05 2.1E-05 3.1E-05 6.3E-05 9.4E-05 2.0E-04 2.5E-04 3.1E-04
M55 0.000402 -6.3E-06 -3.1E-06 0.0E+00 4.6E-06 1.0E-05 2.0E-05 2.9E-05 6.1E-05 9.0E-05 2.0E-04 2.4E-04 3.0E-04
M60 0.000384 -6.0E-06 -3.0E-06 0.0E+00 4.4E-06 1.0E-05 1.9E-05 2.8E-05 5.8E-05 8.6E-05 1.9E-04 2.3E-04 2.9E-04
Total Shrinkage strain of concrete varying with time :
Day3 Day5 Day7 Day10 Day14 Day21 Day28 Day56 Day90 Day365 Day730 Day25550
M35 5.5E-06 1.2E-05 1.8E-05 2.7E-05 3.6E-05 5.2E-05 6.5E-05 1.1E-04 1.5E-04 2.8E-04 3.3E-04 4.1E-04
M40 8.8E-06 1.6E-05 2.3E-05 3.1E-05 4.1E-05 5.6E-05 7.0E-05 1.1E-04 1.5E-04 2.8E-04 3.3E-04 4.0E-04
M45 1.2E-05 2.0E-05 2.7E-05 3.6E-05 4.6E-05 6.1E-05 7.5E-05 1.2E-04 1.5E-04 2.8E-04 3.3E-04 3.9E-04
M50 1.5E-05 2.4E-05 3.1E-05 4.0E-05 5.0E-05 6.6E-05 8.0E-05 1.2E-04 1.6E-04 2.8E-04 3.2E-04 3.9E-04
M55 1.9E-05 2.8E-05 3.5E-05 4.4E-05 5.5E-05 7.1E-05 8.5E-05 1.3E-04 1.6E-04 2.8E-04 3.2E-04 3.8E-04
M60 2.2E-05 3.1E-05 3.9E-05 4.9E-05 6.0E-05 7.6E-05 9.0E-05 1.3E-04 1.7E-04 2.8E-04 3.2E-04 3.8E-04
Residual Shrinkage strain of concrete varying with time :
M35 4.1E-04 4.0E-04 3.9E-04 3.9E-04 3.8E-04 3.6E-04 3.5E-04 3.0E-04 2.6E-04 1.3E-04 7.8E-05 2.8E-06
M40 4.0E-04 3.9E-04 3.8E-04 3.7E-04 3.6E-04 3.5E-04 3.3E-04 2.9E-04 2.5E-04 1.2E-04 7.4E-05 2.6E-06
M45 3.9E-04 3.8E-04 3.7E-04 3.6E-04 3.5E-04 3.4E-04 3.2E-04 2.8E-04 2.4E-04 1.2E-04 7.1E-05 2.5E-06
M50 3.7E-04 3.7E-04 3.6E-04 3.5E-04 3.4E-04 3.2E-04 3.1E-04 2.7E-04 2.3E-04 1.1E-04 6.7E-05 2.4E-06
M55 3.7E-04 3.6E-04 3.5E-04 3.4E-04 3.3E-04 3.2E-04 3.0E-04 2.6E-04 2.2E-04 1.1E-04 6.4E-05 2.3E-06
M60 3.6E-04 3.5E-04 3.4E-04 3.3E-04 3.2E-04 3.1E-04 2.9E-04 2.5E-04 2.2E-04 1.0E-04 6.2E-05 2.2E-06
Creep strain of concrete varying with time :

(Refer : 6.4.2.7 of IRC:112-2011, Page:46) ho = 287.4 mm
(Refer : Annex A2.5 of IRC:112-2011, Page:237) RH = 50 %
to = 14 days
Creep Coefficient Φ(t,t o) = Φo * βc(t,to) Annexure A-2.5 IRC112
Φo = Φ RH * β(fcm) * β(to)
βc(t,to) = [(t-to)/{(t-to) + βH}]^0.3
βH = 1.5*[1+(0.012*RH)^18]*ho+250 <= 1500 for fcm <= 35

1.5*[1+(0.012*RH)^18]*ho+250* α3 <= 1500*α3 for fcm >= 35
fcm α1 α2 α3 ΦRH β(fcm) β(to) Φo βH Ec (Mpa)

M35 45 0.980 0.994 0.986 1.75 2.80 0.557 2.72 677.7 32000
M40 50 0.911 0.974 0.935 1.66 2.66 0.557 2.45 665.0 33000
M45 55 0.852 0.955 0.892 1.58 2.53 0.557 2.23 654.2 34000
M50 60 0.802 0.939 0.854 1.52 2.42 0.557 2.05 644.7 35000
M55 65 0.758 0.924 0.820 1.46 2.33 0.557 1.90 636.3 36000
M60 70 0.720 0.910 0.791 1.42 2.24 0.557 1.77 628.8 37000
Creep Coefficient :
M35 #NUM! #NUM! #NUM! #NUM! 0.0 0.7 0.8 1.2 1.4 2.0 2.2 2.7
Creep
M40 #NUM! #NUM! #NUM! #NUM! 0.0 0.6 0.8 1.1 1.2 1.8 2.0 2.4
Coeff
M45 #NUM! #NUM! #NUM! #NUM! 0.0 0.6 0.7 1.0 1.1 1.6 1.8 2.2
Φ(t,to) =
M50 #NUM! #NUM! #NUM! #NUM! 0.0 0.5 0.6 0.9 1.0 1.5 1.7 2.0
Φo *
M55 #NUM! #NUM! #NUM! #NUM! 0.0 0.5 0.6 0.8 1.0 1.4 1.6 1.9
βc(t,to)
M60 #NUM! #NUM! #NUM! #NUM! 0.0 0.5 0.6 0.8 0.9 1.3 1.5 1.8
Let initial stress = 10 Mpa
Total Creep Strain :
Initial Strain Day3 Day5 Day7 Day10 Day14 Day21 Day28 Day56 Day90 Day365 Day730 Day25550
M35 0.00031 #NUM! #NUM! #NUM! #NUM! 0.00E+00 2.15E-04 2.64E-04 3.63E-04 4.28E-04 6.17E-04 6.97E-04 8.45E-04
Residual Creep Strain :
M35 #NUM! #NUM! #NUM! #NUM! 8.45E-04 6.29E-04 5.81E-04 4.82E-04 4.17E-04 2.28E-04 1.48E-04 0.00E+00
Stress Check for Inner Girder
Basic Design Data
Increased Factor for Applied Prestressing Force 1

Characteristics value of prestressing (Construction Stage) 1.0
Characteristics value of prestressing (Inferior) 0.9
Characteristics value of prestressing (Superior) 1.1
1st stage prestressing 21 day

2nd stage prestressing 28 day
Casting of Deck Slab 28 day
3rd stage prestressing 56 day
Shift of Bearing 56 day
SIDL(Wearing Coat & Crash Barrier) 56 day
Age of deck slab at time of 3rd stage 28 day
Fck 45000 KN/m2

Modulus of Elasticity (Conc) 21th Day 3.36E+07 KN/m2
Modulus of Elasticity (Strands) 1.95E+08 KN/m2
Type of cables 19 T13

Area of 1 strand 0.0000988 m2
Area of one cable 1.8772E-03 m2
no of cables stressed in 1st stage 2.684
no of cables stressed in 2nd stage 0.00
no of tendons stressed in 3rd stage 0.00
Jacking Force 0.783 *UTS
No of Sections to be checked 11
Prestressing force per cable (UTS) 3,490.3 KN
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

21th day 3.40E-04
28th day 3.20E-04
56th day 2.80E-04
56th day 2.80E-04
56th day 2.80E-04
Infinity 2.40E-04
Factor for Creep Loss

21th day 4.84E-04
28th day 4.46E-04
56th day 3.69E-04
56th day 3.69E-04
56th day 3.69E-04
Infinity 3.19E-04
Factor for Relaxation Loss

1000hr relaxation 2.50%
Strain due to differential shrinkage and creep 8.00E-05

Reduction factor due to differential creep 0.43
PSC BEAM AND RC SLAB STRUCTURE OF SIMPLY SUPPORTED SPAN
Item Unit 1 2 3 4 5 6 7 8 9 10 11
MEMBER NO
Chainage of Section from left support m 0.000 1.850 3.163 5.975 8.788 11.600 14.413 17.225 20.038 21.350 23.200
Details of Section property (Individual Beam Section)

Area of the section m2 1.2329 1.2329 0.7650 0.7650 0.7650 0.7650 0.7650 0.7650 0.7650 1.2329 1.2329
Depth of the section m 1.5000 1.5000 1.5000 1.5000 1.5000 1.5000 1.5000 1.5000 1.5000 1.5000 1.5000
CG of section from bottom m 0.7678 0.7678 0.7381 0.7381 0.7381 0.7381 0.7381 0.7381 0.7381 0.7678 0.7678
4
Moment of Inertia of section m 0.2393 0.2393 0.2025 0.2025 0.2025 0.2025 0.2025 0.2025 0.2025 0.2393 0.2393
Details of Section property (Composite Section)

2
Area of the section m 1.9079 1.9079 1.4400 1.4400 1.4400 1.4400 1.4400 1.4400 1.4400 1.9079 1.9079
4

2
Area of the section m 1.9079 1.9079 1.4400 1.4400 1.4400 1.4400 1.4400 1.4400 1.4400 1.9079 1.9079
4
Details of Stage I prestressing after 21 day For Cable 1a

Prestressing Force (P1) (Hor) KN 2454.00 2464.00 2510.00 2525.00 2540.00 2555.00 2569.00 2584.00 2594.00 2551.00 2541.00
CG of Tendons from Bottom m 0.300 0.171 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.171 0.300
Prestressing Force (P1) (Ver) KN 172.00 173.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 179.00 178.00
Details of Stage I prestressing after 21 day For Cable 1b

Details of Stage I prestressing after 21 day For Cable 1c

Details of Stage I prestressing after 21 day For Cable 1d

Details of Stage I prestressing after 21 day For Cable 1e

Details of Stage II prestressing after 28 day For Cable 2a

Details of Stage II prestressing after 28 day For Cable 2b

Details of Stage II prestressing after 28 day For Cable 2c

PSC BEAM AND RC SLAB STRUCTURE OF SIMPLY SUPPORTED SPAN
Item Unit 1 2 3 4 5 6 7 8 9 10 11
MEMBER NO
Details of Stage II prestressing after 28 day For Cable 2d
Details of Stage II prestressing after 28 day For Cable 2e

Details of Stage III prestressing after 56th day

Dead Load - Ist stage

Moments KNm 0.0 323.5 560.1 938.1 1164.5 1239.6 1164.5 938.1 560.1 323.5 0.0
Shear KN 251.2 195.5 161.7 107.8 54.0 0.0 54.0 107.8 161.7 195.5 251.2
Construction load
Moments KNm 0.0 196.9 347.3 596.4 745.9 795.8 745.9 596.4 347.3 196.9 0.0
shear KN 148.1 122.9 106.3 70.9 35.4 0.0 35.4 70.9 106.3 122.9 148.1
Dead Load - 2nd stage
Moments KNm 0.0 263.8 465.2 799.0 999.3 1066.1 999.3 799.0 465.2 263.8 0.0
Shear KN 223.3 164.6 142.4 95.0 47.8 0.0 47.8 95.0 142.4 164.6 223.3
SIDL
Moments KNm 0.0 108.5 192.7 346.5 448.0 483.3 448.0 346.5 192.7 108.5 0.0
Shear KN 105.6 68.1 63.1 46.2 27.6 0.4 27.6 46.2 63.1 68.1 105.6
Live Load (Sagging) (max Moment Case & max Positive Shear case)
Moments KNm 0.0 646.1 1212.6 1930.4 2327.1 2445.0 2327.1 1930.4 1212.6 646.1 0.0
Shear KN 438.2 431.6 431.6 336.4 270.1 216.8 270.1 336.4 431.6 431.6 438.2
Stress due to Temp (Rise) (Eigen stresses)

2
top of deck slab KN/m 4386.20 4386.20 4189.30 4189.30 4189.30 4189.30 4189.30 4189.30 4189.30 4386.20 4386.20
2
top of girder KN/m -702.70 -702.70 -910.20 -910.20 -910.20 -910.20 -910.20 -910.20 -910.20 -702.70 -702.70
2
bottom KN/m 2132.20 2132.20 1854.10 1854.10 1854.10 1854.10 1854.10 1854.10 1854.10 2132.20 2132.20
Stress due to Temp (Fall) (Eigen Stresses)

2
top of deck slab KN/m -2446.80 -2446.80 -2285.60 -2285.60 -2285.60 -2285.60 -2285.60 -2285.60 -2285.60 -2446.80 -2446.80
2
top of girder KN/m 915.80 915.80 1110.30 1110.30 1110.30 1110.30 1110.30 1110.30 1110.30 915.80 915.80
2
bottom KN/m -2905.60 -2905.60 -2488.40 -2488.40 -2488.40 -2488.40 -2488.40 -2488.40 -2488.40 -2905.60 -2905.60
Vertical Wind Load

Moments KNm 0.0 92.5 164.0 280.7 350.1 373.2 350.1 280.7 164.0 92.5 0.0
Shear KN 67.4 58.4 50.5 33.0 16.3 0.0 16.3 33.0 50.5 58.4 67.4
Vertical Seismic Load

Moments KNm 0.0 86.5 152.3 259.3 323.5 345.0 323.5 259.3 152.3 86.5 0.0
Shear KN 63.2 53.9 46.5 31.0 15.8 0.6 15.8 31.0 46.5 53.9 63.2
Stress Check at Construction Stage :
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Inertia of section m4 0.2393 0.2393 0.2025 0.2025 0.2025 0.2025 0.2025 0.2025 0.2025 0.2393 0.2393
Top Section Modulus m3 0.3268 0.3268 0.2658 0.2658 0.2658 0.2658 0.2658 0.2658 0.2658 0.3268 0.3268
Bottom Section Modulus m3 0.3117 0.3117 0.2744 0.2744 0.2744 0.2744 0.2744 0.2744 0.2744 0.3117 0.3117
Details of Section property (Composite Section) (28 day old slab)
Details of Stage I prestressing

For Cable 1a
No of Tendons of 19T13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Prestressing Force (P1) KN 2454.00 2464.00 2510.00 2525.00 2540.00 2555.00 2569.00 2584.00 2594.00 2551.00 2541.00
Eccentricity of Tendons m 0.4678 0.5973 0.6131 0.6131 0.6131 0.6131 0.6131 0.6131 0.6131 0.5973 0.4678
Prestressing Factor (Top) -0.6203 -1.0165 -0.9996 -0.9996 -0.9996 -0.9996 -0.9996 -0.9996 -0.9996 -1.0165 -0.6203
Prestressing Factor (Bottom) 2.3120 2.7275 3.5419 3.5419 3.5419 3.5419 3.5419 3.5419 3.5419 2.7275 2.3120
For Cable 1b
No of Tendons of 19T13 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
For Cable 1c
No of Tendons of 19T13 0.684 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68
Eccentricity of Tendons m -0.1322 0.0365 0.1265 0.3829 0.6110 0.6131 0.6110 0.3829 0.1265 0.0365 -0.1322
Prestressing Factor (Top) 1.2156 0.6994 0.8312 -0.1335 -0.9917 -0.9996 -0.9917 -0.1335 0.8312 0.6994 1.2156
For Cable 1d
No of Tendons of 19T13 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 1e
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Combination of Stage 1 Cables

No of Tendons of 19T13 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68
Dead Load Moments - Ist stage Tm 0.0 323.5 560.1 938.1 1164.5 1239.6 1164.5 938.1 560.1 323.5 0.0
Stress Due to dead load

Top T/m2 0.0 989.8 2107.5 3529.5 4381.4 4664.0 4381.4 3529.5 2107.5 989.8 0.0
Bottom T/m2 0.0 -1037.9 -2041.6 -3419.2 -4244.6 -4518.3 -4244.6 -3419.2 -2041.6 -1037.9 0.0
Eloss of cable (1a) for stressing of (1a) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1a) for stressing of (1b) KN 78.79 78.79 78.79 78.79 78.79 78.79 78.79 78.79 78.79 78.79 78.79
Eloss of cable (1a) for stressing of (1c) KN 38.82 38.82 38.82 38.82 38.82 38.82 38.82 38.82 38.82 38.82 38.82
Eloss of cable (1a) for stressing of (1d) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1a) for stressing of (1e) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1b) for stressing of (1b) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1b) for stressing of (1c) KN 38.82 38.82 38.82 38.82 38.82 38.82 38.82 38.82 38.82 38.82 38.82
Eloss of cable (1b) for stressing of (1d) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1b) for stressing of (1e) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1c) for stressing of (1c) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1c) for stressing of (1d) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1c) for stressing of (1e) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1d) for stressing of (1d) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1d) for stressing of (1e) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of cable (1e) for stressing of (1e) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Total Eloss for Stage 1 cables KN 156.42 156.42 156.42 156.42 156.42 156.42 156.42 156.42 156.42 156.42 156.42
Stress after stressing of 1a

Top KN/m2 -1522.1 -1514.9 -401.5 1005.6 1842.5 2110.1 1813.5 946.6 -485.4 -1603.3 -1576.1
B
Bottom KN/m2
KN/ 5673 8
5673.8 5682 8
5682.8 6848 5
6848.5 5524 1
5524.1 4751 9
4751.9 4531 2
4531.2 4854 6
4854.6 5733 0
5733.0 7146 1 5920.1
7146.1 5920 1 5874.9
5874 9
Stress at CG of 1a KN/m2 4234.6 4864.6 6244.4 5147.5 4509.4 4329.5 4601.2 5334.2 6510.1 5064.9 4384.7
Avg stress for each segment KN/m2 4549.62 5554.51 5695.94 4828.47 4419.44 4465.31 4967.66 5922.13 5787.51 4724.81 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Average Stress at CG of 1a KN/m2 5054.30
Stress after stressing of 1b

Top KN/m2 -3049.3 -4027.9 -2915.6 -1498.6 -646.7 -365.1 -646.7 -1498.6 -2915.6 -4027.9 -3049.3
Bottom KN/m2 11366.5 12425.9 15757.2 14397.3 13572.0 13301.7 13572.0 14397.3 15757.2 12425.9 11366.5
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Increase in Average Stress at CG of 1a KN/m2 7233.40
Stress at CG of 1b KN/m2 8483.3 10555.6 14201.1 13072.6 12387.1 12162.8 12387.1 13072.6 14201.1 10555.6 8483.3
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Average Stress at CG of 1b KN/m2 12287.70
Check Eloss of cable (1a) for (1b) KN 78.79
Stress after stressing of 1c

Top KN/m2 -971.8 -2776.5 -1440.6 -1646.7 -2285.7 -2034.2 -2285.7 -1646.7 -1440.6 -2776.5 -971.8
Bottom KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Increase in Average Stress at CG of 1b KN/m2 3564.02

Stress at CG of 1c KN/m2 4150.1 5703.1 10342.8 13877.2 17576.2 17445.3 17576.2 13877.2 10342.8 5703.1 4150.1
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Average Stress at CG of 1c KN/m2 12688.25
Check Eloss of cable (1a) for (1c) KN 38.82
Check Eloss of cable (1b) for (1c) KN 38.82
Stress after stressing of 1d

Top KN/m2 -971.8 -2776.5 -1440.6 -1646.7 -2285.7 -2034.2 -2285.7 -1646.7 -1440.6 -2776.5 -971.8
Bottom KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Increase in Average Stress at CG of 1c KN/m2 0.00
Stress at CG of 1d KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Average Stress at CG of 1d KN/m2 17671.20
Check Eloss of cable (1a) for (1d) KN 0.00
Check Eloss of cable (1b) for (1d) KN 0.00
Check Eloss of cable (1c) for (1d) KN 0.00
Stress after stressing of 1e

Top KN/m2 -971.8 -2776.5 -1440.6 -1646.7 -2285.7 -2034.2 -2285.7 -1646.7 -1440.6 -2776.5 -971.8
Bottom KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Increase in Average Stress at CG of 1d KN/m2 0.00
Stress at CG of 1e KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Average Stress at CG of 1e KN/m2 17671.20
Check Eloss of cable (1a) for (1e) KN 0.00
Check Eloss of cable (1b) for (1e) KN 0.00
Check Eloss of cable (1c) for (1e) KN 0.00
Check Eloss of cable (1d) for (1e) KN 0.00
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Stress after stressing of Stage1 Cables

Top KN/m2 -1043.7 -2843.8 -1511.6 -1680.4 -2286.0 -2034.2 -2286.0 -1680.4 -1511.6 -2843.8 -1043.7
Bottom KN/m2 11908.4 13840.6 18523.6 18726.4 19415.2 19216.1 19415.2 18726.4 18523.6 13840.6 11908.4
Maximum permissible compressive stress KN/m2 20597

Maximum permissible tensile stress KN/m2 -3170
OK
OK
Stress at CG of cable 1a KN/m2 9318.0 11944.1 16854.0 17025.9 17606.8 17445.3 17606.8 17025.9 16854.0 11944.1 9318.0
Stress at CG of cable 1b KN/m2 9318.0 11944.1 16854.0 17025.9 17606.8 17445.3 17606.8 17025.9 16854.0 11944.1 9318.0
Stress at CG of cable 1c KN/m2 4137.1 5706.4 10354.6 13894.1 17576.4 17445.3 17576.4 13894.1 10354.6 5706.4 4137.1
Stress at CG of cable 1d KN/m2 11908.4 13840.6 18523.6 18726.4 19415.2 19216.1 19415.2 18726.4 18523.6 13840.6 11908.4
Stress at CG of cable 1e KN/m2 11908.4 13840.6 18523.6 18726.4 19415.2 19216.1 19415.2 18726.4 18523.6 13840.6 11908.4
Losses From 21 to 28 day
Creep loss due to GR I Tendons KN 54.15 54.15 54.15 54.15 54.15 54.15 54.15 54.15 54.15 54.15 54.15
Shrinkage loss due to GR I Tendons KN 19.65 19.65 19.65 19.65 19.65 19.65 19.65 19.65 19.65 19.65 19.65
=(0.00034-0.00032)*2.684*0.0018772*195000000*1
Relaxation loss due to GR I Tendons
Relaxation factor =
=((28-21) * 24/1000)^0.143 0.775
Relaxation loss due to GR I Tendons KN 138.33 140.37 147.48 148.64 151.65 152.97 151.65 148.64 147.48 140.37 138.33
=0.775*(1-(0.7-(1*(6664.47368441053-156.42)/(2.684*3,490.3)))/0.2)*2.5/100*(0.783*3,490.3)*2.684*1
Total Loss (C+S+R) KN 212.14 214.17 221.29 222.44 225.45 226.78 225.45 222.44 221.29 214.17 212.14
Stress Due to C+S+R

Top KN/m2 34.0 125.6 120.8 174.4 224.9 226.7 224.9 174.4 120.8 125.6 34.0
Bottom KN/m2 -388.2 -487.6 -686.5 -741.5 -798.1 -803.2 -798.1 -741.5 -686.5 -487.6 -388.2
Stress before stressing of GR II cables at 28 day

Top KN/m2 -1009.7 -2718.1 -1390.8 -1506.0 -2061.1 -1807.5 -2061.1 -1506.0 -1390.8 -2718.1 -1009.7
Bottom KN/m2 11520.2 13353.0 17837.0 17985.0 18617.1 18412.9 18617.1 17985.0 17837.0 13353.0 11520.2

OK
OK
Stress at CG of Stage 1 Cables KN/m2 7758.7 10021.0 14689.3 15616.8 16886.6 16727.9 16886.6 15616.8 14689.3 10021.0 7758.7
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Average Stress at CG of Stage 1 Cables KN/m2 14505.04
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Creep loss (check) KN 54.15

=(0.000484-0.000446)*2.684*0.0018772*195000000*1*14,505.04/10000
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Details of Stage 2 prestressing
For Cable 2a
No of Tendons of 19T13 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2b
No of Tendons of 19T13 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2c
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2d
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2e
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of Stage 1 cables for stressing of (2a) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of Stage 1 cables for stressing of (2b) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of Stage 1 cables for stressing of (2c) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of Stage 1 cables for stressing of (2d) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Eloss of Stage 1 cables for stressing of (2e) KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Top KN/m2 -1009.7 -2718.1 -1390.8 -1506.0 -2061.1 -1807.5 -2061.1 -1506.0 -1390.8 -2718.1 -1009.7
Bottom KN/m2 11520.2 13353.0 17837.0 17985.0 18617.1 18412.9 18617.1 17985.0 17837.0 13353.0 11520.2
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress at CG of Stage 1 Cables KN/m2 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Check Eloss of Stage 1 cables for (2a) KN 0.00

Top KN/m2 -1009.7 -2718.1 -1390.8 -1506.0 -2061.1 -1807.5 -2061.1 -1506.0 -1390.8 -2718.1 -1009.7
Bottom KN/m2 11520.2 13353.0 17837.0 17985.0 18617.1 18412.9 18617.1 17985.0 17837.0 13353.0 11520.2
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2a for 2b 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Check Eloss of Stage 1 cables for (2b) KN 0.00
Check Eloss of Cable (2a) for (2b) KN 0.00

Top KN/m2 -1009.7 -2718.1 -1390.8 -1506.0 -2061.1 -1807.5 -2061.1 -1506.0 -1390.8 -2718.1 -1009.7
Bottom KN/m2 11520.2 13353.0 17837.0 17985.0 18617.1 18412.9 18617.1 17985.0 17837.0 13353.0 11520.2
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2a for 2c 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2b for 2c 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Check Eloss of Stage 1 cables for (2c) KN 0.00
Check Eloss of Cable (2a) for (2c) KN 0.00
Check Eloss of Cable (2b) for (2c) KN 0.00
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Top KN/m2 -1009.7 -2718.1 -1390.8 -1506.0 -2061.1 -1807.5 -2061.1 -1506.0 -1390.8 -2718.1 -1009.7
Bottom KN/m2 11520.2 13353.0 17837.0 17985.0 18617.1 18412.9 18617.1 17985.0 17837.0 13353.0 11520.2
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2a for 2d 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2b for 2d 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2c for 2d 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Check Eloss of Stage 1 cables for (2d) KN 0.00
Check Eloss of Cable (2a) for (2d) KN 0.00
Check Eloss of Cable ((2b)) for (2d)
( ) KN 0.00
Check Eloss of Cable (2c) for (2d) KN 0.00

Top KN/m2 -1009.7 -2718.1 -1390.8 -1506.0 -2061.1 -1807.5 -2061.1 -1506.0 -1390.8 -2718.1 -1009.7
Bottom KN/m2 11520.2 13353.0 17837.0 17985.0 18617.1 18412.9 18617.1 17985.0 17837.0 13353.0 11520.2
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2a for 2e 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2b for 2e 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2c for 2e 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Inc. in Avg Stress of 2d for 2e 0.00
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Check Eloss of Stage 1 cables for (2e) KN 0.00

Check Eloss of Cable (2a) for (2e) KN 0.00
Check Eloss of Cable (2b) for (2e) KN 0.00
Check Eloss of Cable (2c) for (2e) KN 0.00
Check Eloss of Cable (2d) for (2e) KN 0.00

Top KN/m2 -1009.7 -2718.1 -1390.8 -1506.0 -2061.1 -1807.5 -2061.1 -1506.0 -1390.8 -2718.1 -1009.7
Bottom KN/m2 11520.2 13353.0 17837.0 17985.0 18617.1 18412.9 18617.1 17985.0 17837.0 13353.0 11520.2

OK
OK
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Shuttering Load Moments KNm 0.00 196.88 347.26 596.43 745.93 795.77 745.93 596.43 347.26 196.88 0.00
Stress due to shuttering load (for casting of Deck Slab)
Top KN/m2 0.0 602.4 1306.6 2244.0 2806.5 2994.1 2806.5 2244.0 1306.6 602.4 0.0
Bottom KN/m2 0.0 -631.7 -1265.7 -2174.0 -2718.9 -2900.5 -2718.9 -2174.0 -1265.7 -631.7 0.0
Dead
D dLLoad
dM Momentst -IInd
II d stage
t KN
KNm 00
0.0 263 8
263.8 465 2
465.2 799 0
799.0 999 3
999.3 1066 1
1066.1 999 3
999.3 799 0
799.0 465 2
465.2 263 8
263.8 00
0.0
Top KN/m2 0.0 807.0 1750.4 3006.3 3759.9 4011.1 3759.9 3006.3 1750.4 807.0 0.0
Bottom KN/m2 0.0 -846.2 -1695.7 -2912.4 -3642.5 -3885.8 -3642.5 -2912.4 -1695.7 -846.2 0.0
Stress at CG of GR I Tendons KN/m2 0.0 -503.5 -1131.5 -2193.3 -3023.0 -3227.7 -3023.0 -2193.3 -1131.5 -503.5 0.0
Stress at CG of GR II Tendons KN/m2 0.0 -846.2 -1695.7 -2912.4 -3642.5 -3885.8 -3642.5 -2912.4 -1695.7 -846.2 0.0
Stress due to release of shuttering load

Top KN/m2 0.0 -234.2 -417.9 -717.7 -897.6 -957.6 -897.6 -717.7 -417.9 -234.2 0.0
Top of Girder KN/m2 0.00 -154.15 -254.92 -437.84 -547.59 -584.17 -547.59 -437.84 -254.92 -154.15 0.00
Bottom KN/m2 0.00 379.49 831.40 1427.95 1785.88 1905.20 1785.88 1427.95 831.40 379.49 0.00
Stress after release of shuttering load

Top of Deck Slab KN/m2 0.0 -234.2 -417.9 -717.7 -897.6 -957.6 -897.6 -717.7 -417.9 -234.2 0.0
Top of Girder KN/m2 -1009.7 -1462.9 1411.2 3306.5 3957.7 4613.5 3957.7 3306.5 1411.2 -1462.9 -1009.7
Bottom KN/m2 11520.2 12254.5 15707.0 14326.6 14041.7 13531.8 14041.7 14326.6 15707.0 12254.5 11520.2

OK
OK
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Losses from 28 to 56 day
Creep Loss of Gr. II Tendons KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Shrinkage Loss of Gr. II Tendons KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
=(0.000320-0.000280)*0.00*0.0018772*195000000*1
Relaxation Loss of Gr. II Tendons KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Creep Loss of Gr I Tendons KN 89.01 89.01 89.01 89.01 89.01 89.01 89.01 89.01 89.01 89.01 89.01
Shrinkage loss of Gr I Tendons KN 39.30 39.30 39.30 39.30 39.30 39.30 39.30 39.30 39.30 39.30 39.30
=(0.00032-0.00028)*2.684*0.0018772*195000000*1
Relaxation loss of Gr. I Tendons KN 35.80 36.33 38.17 38.47 39.25 39.59 39.25 38.47 38.17 36.33 35.80
Total Loss due to C + S + R KN 164.11 164.63 166.48 166.77 167.55 167.90 167.55 166.77 166.48 164.63 164.11
Stresses due to C + S + R
Top of Deck Slab KN/m2 34.3 61.7 65.2 78.0 89.8 90.1 89.8 78.0 65.2 61.7 34.3
Top of Girder KN/m2 -6.8 11.1 -5.3 2.4 9.4 9.5 9.4 2.4 -5.3 11.1 -6.8
Bottom KN/m2 -281.0 -326.1 -475.3 -501.4 -526.5 -527.8 -526.5 -501.4 -475.3 -326.1 -281.0
Prestressing factor for composite section

Stage 1 Cables Top -0.209 -0.375 -0.391 -0.468 -0.536 -0.537 -0.536 -0.468 -0.391 -0.375 -0.209
Bottom 1.712 1.981 2.855 3.007 3.142 3.144 3.142 3.007 2.855 1.981 1.712
Stage 2 Cables Top -0.745 -0.745 -0.687 -0.687 -0.687 -0.687 -0.687 -0.687 -0.687 -0.745 -0.745
Bottom 2.580 2.580 3.443 3.443 3.443 3.443 3.443 3.443 3.443 2.580 2.580
Stress at 56nd day before laying SIDL

Top of Girder KN/m2 -1016.5 -1451.7 1405.9 3309.0 3967.2 4622.9 3967.2 3309.0 1405.9 -1451.7 -1016.5
Bottom KN/m2 11239.2 11928.4 15231.7 13825.1 13515.2 13004.0 13515.2 13825.1 15231.7 11928.4 11239.2

OK
OK
Stress at CG of Tendon I KN/m2 8314.3 9746.8 13013.2 12296.9 12472.9 11998.8 12472.9 12296.9 13013.2 9746.8 8314.3
Stress at CG of Tendon II KN/m2 11239.2 11928.4 15231.7 13825.1 13515.2 13004.0 13515.2 13825.1 15231.7 11928.4 11239.2
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Average Stress at CG of Tendon GRI KN/m2 11765.57
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Average Stress at CG of Tendon GRII KN/m2 13435.77
Relaxation Factor
=((56-28) * 24/1000)^0.143 0.945
Relaxation Loss of Gr. II Cables at mid span
=0.945*(1-(0.7-1*(0.0-0.00)/(0.000000000001*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*0.000000000001*1
Check for Creep Loss of Gr II Cables
=(0.000446-0.000369)*0.000000000001*0.0018772*195000000*1*13,435.77/10000 = 0.00
Relaxation Factor
=((56-21) * 24/1000)^0.143 - 0.775 0.201
Relaxation Loss of Gr. I Cables at mid span
=0.201*(1-(0.7-1*(6664.474-156.42)/(2.684*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*2.684*1
Check for Creep Loss of Gr I Cables
=(0.000446-0.000369)*2.684*0.0018772*195000000*1*11,765.57/10000 89.01
Item Unit 1 2 3 4 5 6 7 8 9 10 11
SIDL applied at 56nd day KNm 0.00 108.49 192.71 346.53 447.95 483.29 447.95 346.53 192.71 108.49 0.00
Stress due to SIDL
Top of Girder KN/m2 0.0 84.9 141.5 254.4 328.8 354.8 328.8 254.4 141.5 84.9 0.0
Bottom KN/m2 0.0 -209.1 -461.4 -829.6 -1072.5 -1157.1 -1072.5 -829.6 -461.4 -209.1 0.0
Stress at CG of Gr I Tendons KN/m2 0.00 -148.15 -362.69 -697.93 -955.2 -1031.1 -955.2 -697.9 -362.7 -148.2 0.0
Stress at CG of Gr II Tendons KN/m2 0.00 -209.12 -461.38 -829.65 -1072.5 -1157.1 -1072.5 -829.6 -461.4 -209.1 0.0
Creep, Shrinkage & Relaxation losses from 56 day upto infinity
Creep loss of Gr. II KN =0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Shrinkage loss of Gr. II KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
=(0.00028)*0.000000000001*0.0018772*195000000*1
Relaxation loss of Gr. II KN 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Creep loss of Gr. I KN =318.52 318.52 318.52 318.52 318.52 318.52 318.52 318.52 318.52 318.52 318.52
Shrinkage loss of Gr. I KN 275.10 275.10 275.10 275.10 275.10 275.10 275.10 275.10 275.10 275.10 275.10
=(0.00028)*2.684*0.0018772*195000000*1
Relaxation loss of Gr. I KN 361.46 366.78 385.36 388.39 396.25 399.70 396.25 388.39 385.36 366.78 361.46
Total Loss due to C+S+R 955.07 960.39 978.98 982.00 989.87 993.32 989.87 982.00 978.98 960.39 955.07
Stress due to C+S+R

Top of Girder KN/m2 -39.6 64.9 -31.3 14.2 55.6 56.2 55.6 14.2 -31.3 64.9 -39.6
Bottom KN/m2 -1635.3 -1902.3 -2795.0 -2952.5 -3110.6 -3122.7 -3110.6 -2952.5 -2795.0 -1902.3 -1635.3
Stress during Service at infinity

Top of Girder KN/m2 -1056.1 -1301.9 1516.1 3577.6 4351.6 5033.9 4351.6 3577.6 1516.1 -1301.9 -1056.1
Bottom KN/m2 9603 9
9603.9 9816 9
9816.9 11975 3
11975.3 10043 0
10043.0 9332 1
9332.1 8724 2
8724.2 9332 1
9332.1 10043 0 11975.3
10043.0 11975 3 9816.9
9816 9 9603.9
9603 9

OK
OK
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Relaxation Factor for Gr II =
3-0.945 2.055
=2.055*(1-(0.7-1*(0.0-0.00)/(0.000000000001*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*0.000000000001*1
=(0.000369)*0.000000000001*0.0018772*195000000*1*9,988.51/10000 = =0.00
Relaxation Factor for Gr I =

3-0.775-0.201 2.025
=2.025*(1-(0.7-1*(6664.474-156.42)/(2.684*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*2.684*1
=(0.000369)*2.684*0.0018772*195000000*1*8,785.84/10000 = =318.52
Stress Check at Service Stage (Inferior) :
Item Unit 1 2 3 4 5 6 7 8 9 10 11

For Cable 1a
No of Tendons of 19T13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
For Cable 1b
No of Tendons of 19T13 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
For Cable 1c
No of Tendons of 19T13 0.684 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68
For Cable 1d
No of Tendons of 19T13 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 1e
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Item Unit 1 2 3 4 5 6 7 8 9 10 11

No of Tendons of 19T13 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68

Top T/m2 0.0 989.8 2107.5 3529.5 4381.4 4664.0 4381.4 3529.5 2107.5 989.8 0.0
Bottom T/m2 0.0 -1037.9 -2041.6 -3419.2 -4244.6 -4518.3 -4244.6 -3419.2 -2041.6 -1037.9 0.0

Top KN/m2 -1522.1 -1514.9 -401.5 1005.6 1842.5 2110.1 1813.5 946.6 -485.4 -1603.3 -1576.1
B
Bottom KN/m2
KN/ 5673 8
5673.8 5682 8
5682.8 6848 5
6848.5 5524 1
5524.1 4751 9
4751.9 4531 2
4531.2 4854 6
4854.6 5733 0
5733.0 7146 1 5920.1
7146.1 5920 1 5874.9
5874 9
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -3049.3 -4027.9 -2915.6 -1498.6 -646.7 -365.1 -646.7 -1498.6 -2915.6 -4027.9 -3049.3
Bottom KN/m2 11366.5 12425.9 15757.2 14397.3 13572.0 13301.7 13572.0 14397.3 15757.2 12425.9 11366.5
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -971.8 -2776.5 -1440.6 -1646.7 -2285.7 -2034.2 -2285.7 -1646.7 -1440.6 -2776.5 -971.8
Bottom KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -971.8 -2776.5 -1440.6 -1646.7 -2285.7 -2034.2 -2285.7 -1646.7 -1440.6 -2776.5 -971.8
Bottom KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -971.8 -2776.5 -1440.6 -1646.7 -2285.7 -2034.2 -2285.7 -1646.7 -1440.6 -2776.5 -971.8
Bottom KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Top KN/m2 -939.3 -2460.4 -1149.7 -1159.4 -1619.3 -1364.4 -1619.3 -1159.4 -1149.7 -2460.4 -939.3
Bottom KN/m2 10717.6 12352.7 16467.1 16511.9 17049.3 16842.7 17049.3 16511.9 16467.1 12352.7 10717.6
=(0.00034-0.00032)*2.684*0.0018772*195000000*1
Relaxation factor =
=((28-21) * 24/1000)^0.143 0.775
=0.775*(1-(0.7-(1*(6664.47368441053-156.42)/(2.684*3,490.3)))/0.2)*2.5/100*(0.783*3,490.3)*2.684*1
Total Loss (C+S+R) KN 205.93 207.97 215.08 216.24 219.25 220.57 219.25 216.24 215.08 207.97 205.93
Stress Due to C+S+R

Top KN/m2 33.0 122.0 117.4 169.6 218.7 220.5 218.7 169.6 117.4 122.0 33.0
Bottom KN/m2 -376.8 -473.5 -667.3 -720.8 -776.1 -781.2 -776.1 -720.8 -667.3 -473.5 -376.8

Top KN/m2 -909.6 -2350.6 -1044.0 -1006.8 -1422.4 -1166.0 -1422.4 -1006.8 -1044.0 -2350.6 -909.6
Bottom KN/m2 10378.4 11926.6 15866.5 15863.2 16350.7 16139.6 16350.7 15863.2 15866.5 11926.6 10378.4
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

=(0.000484-0.000446)*2.684*0.0018772*195000000*1*12,843.13/10000
Item Unit 1 2 3 4 5 6 7 8 9 10 11
For Cable 2a
No of Tendons of 19T13 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2b
No of Tendons of 19T13 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2c
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2d
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2e
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Top KN/m2 -909.6 -2350.6 -1044.0 -1006.8 -1422.4 -1166.0 -1422.4 -1006.8 -1044.0 -2350.6 -909.6
Bottom KN/m2 10378.4 11926.6 15866.5 15863.2 16350.7 16139.6 16350.7 15863.2 15866.5 11926.6 10378.4
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -909.6 -2350.6 -1044.0 -1006.8 -1422.4 -1166.0 -1422.4 -1006.8 -1044.0 -2350.6 -909.6
Bottom KN/m2 10378.4 11926.6 15866.5 15863.2 16350.7 16139.6 16350.7 15863.2 15866.5 11926.6 10378.4
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -909.6 -2350.6 -1044.0 -1006.8 -1422.4 -1166.0 -1422.4 -1006.8 -1044.0 -2350.6 -909.6
Bottom KN/m2 10378.4 11926.6 15866.5 15863.2 16350.7 16139.6 16350.7 15863.2 15866.5 11926.6 10378.4
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Top KN/m2 -909.6 -2350.6 -1044.0 -1006.8 -1422.4 -1166.0 -1422.4 -1006.8 -1044.0 -2350.6 -909.6
Bottom KN/m2 10378.4 11926.6 15866.5 15863.2 16350.7 16139.6 16350.7 15863.2 15866.5 11926.6 10378.4
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
( ) KN 0.00

Top KN/m2 -909.6 -2350.6 -1044.0 -1006.8 -1422.4 -1166.0 -1422.4 -1006.8 -1044.0 -2350.6 -909.6
Bottom KN/m2 10378.4 11926.6 15866.5 15863.2 16350.7 16139.6 16350.7 15863.2 15866.5 11926.6 10378.4
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11


Top KN/m2 -909.6 -2350.6 -1044.0 -1006.8 -1422.4 -1166.0 -1422.4 -1006.8 -1044.0 -2350.6 -909.6
Bottom KN/m2 10378.4 11926.6 15866.5 15863.2 16350.7 16139.6 16350.7 15863.2 15866.5 11926.6 10378.4
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Top KN/m2 0.0 602.4 1306.6 2244.0 2806.5 2994.1 2806.5 2244.0 1306.6 602.4 0.0
Bottom KN/m2 0.0 -631.7 -1265.7 -2174.0 -2718.9 -2900.5 -2718.9 -2174.0 -1265.7 -631.7 0.0
Dead Load Moments -IInd stage

g KNm 0.0 263.8 465.2 799.0 999.3 1066.1 999.3 799.0 465.2 263.8 0.0
Top KN/m2 0.0 807.0 1750.4 3006.3 3759.9 4011.1 3759.9 3006.3 1750.4 807.0 0.0
Bottom KN/m2 0.0 -846.2 -1695.7 -2912.4 -3642.5 -3885.8 -3642.5 -2912.4 -1695.7 -846.2 0.0

Top KN/m2 0.0 -234.2 -417.9 -717.7 -897.6 -957.6 -897.6 -717.7 -417.9 -234.2 0.0
Top of Girder KN/m2 0.00 -154.15 -254.92 -437.84 -547.59 -584.17 -547.59 -437.84 -254.92 -154.15 0.00
Bottom KN/m2 0.00 379.49 831.40 1427.95 1785.88 1905.20 1785.88 1427.95 831.40 379.49 0.00

Top of Girder KN/m2 -909.6 -1095.3 1758.0 3805.7 4596.4 5255.0 4596.4 3805.7 1758.0 -1095.3 -909.6
Bottom KN/m2 10378.4 10828.1 13736.5 12204.7 11775.3 11258.4 11775.3 12204.7 13736.5 10828.1 10378.4
Item Unit 1 2 3 4 5 6 7 8 9 10 11
=(0.000320-0.000280)*0.00*0.0018772*195000000*1
=(0.00032-0.00028)*2.684*0.0018772*195000000*1
Top of Girder KN/m2 -6.3 10.3 -4.9 2.2 8.7 8.8 8.7 2.2 -4.9 10.3 -6.3
Bottom KN/m2 -259.2 -300.9 -438.9 -463.1 -486.5 -487.8 -486.5 -463.1 -438.9 -300.9 -259.2

Stage 1 Cables Top -0.209 -0.375 -0.391 -0.468 -0.536 -0.537 -0.536 -0.468 -0.391 -0.375 -0.209
Bottom 1.712 1.981 2.855 3.007 3.142 3.144 3.142 3.007 2.855 1.981 1.712
Stage 2 Cables Top -0.745 -0.745 -0.687 -0.687 -0.687 -0.687 -0.687 -0.687 -0.687 -0.745 -0.745
Bottom 2.580 2.580 3.443 3.443 3.443 3.443 3.443 3.443 3.443 2.580 2.580

Top of Girder KN/m2 -915.3 -1086.1 1753.6 3807.7 4604.3 5262.9 4604.3 3807.7 1753.6 -1086.1 -915.3
Bottom KN/m2 10145.2 10557.4 13341.4 11787.9 11337.5 10819.5 11337.5 11787.9 13341.4 10557.4 10145.2
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Relaxation Factor
=((56-28) * 24/1000)^0.143 0.945
=0.945*(1-(0.7-1*(0.0-0.00)/(0.000000000001*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*0.000000000001*1
=(0.000446-0.000369)*0.000000000001*0.0018772*195000000*1*11,538.78/10000 = 0.00
Relaxation Factor
=((56-21) * 24/1000)^0.143 - 0.775 0.201
=0.201*(1-(0.7-1*(6664.474-156.42)/(2.684*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*2.684*1
=(0.000446-0.000369)*2.684*0.0018772*195000000*1*10,081.30/10000 76.27
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Stress due to SIDL
Top of Girder KN/m2 0.0 84.9 141.5 254.4 328.8 354.8 328.8 254.4 141.5 84.9 0.0
Bottom KN/m2 0.0 -209.1 -461.4 -829.6 -1072.5 -1157.1 -1072.5 -829.6 -461.4 -209.1 0.0
=(0.00028)*0.000000000001*0.0018772*195000000*1
=(0.00028)*2.684*0.0018772*195000000*1
Stress due to C+S+R

Top of Girder KN/m2 -37.8 61.8 -29.8 13.6 53.0 53.6 53.0 13.6 -29.8 61.8 -37.8
Bottom KN/m2 -1557.3 -1812.1 -2664.9 -2815.5 -2967.4 -2979.4 -2967.4 -2815.5 -2664.9 -1812.1 -1557.3

Top of Girder KN/m2 -949.2 -945.5 1868.2 4074.3 4980.8 5665.9 4980.8 4074.3 1868.2 -945.5 -949.2
Bottom KN/m2 8743 6
8743.6 8717 4
8717.4 10481 6
10481.6 8424 4
8424.4 7594 4
7594.4 6980 9
6980.9 7594 4
7594.4 8424 4 10481.6
8424.4 10481 6 8717.4
8717 4 8743.6
8743 6

OK
OK
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
3-0.945 2.055
=2.055*(1-(0.7-1*(0.0-0.00)/(0.000000000001*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*0.000000000001*1
=(0.000369)*0.000000000001*0.0018772*195000000*1*8,479.31/10000 = =0.00

3-0.775-0.201 2.025
=2.025*(1-(0.7-1*(6664.474-156.42)/(2.684*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*2.684*1
=(0.000369)*2.684*0.0018772*195000000*1*7,529.01/10000 = =272.96
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Moment Due to Live Load (Sagging) KNm 0.00 646.15 1212.57 1930.37 2327.10 2444.95 2327.10 1930.37 1212.57 646.15 0.00
Stresses due to Live Load (Sagging)
Top of Girder KN/m2 0.0 505.9 890.1 1417.1 1708.3 1794.8 1708.3 1417.1 890.1 505.9 0.0
Bottom KN/m2 0.0 -1245.5 -2903.1 -4621.6 -5571.5 -5853.6 -5571.5 -4621.6 -2903.1 -1245.5 0.0
Stress at service with Live Load (Sagging)

Top of Girder KN/m2 -949.2 -439.6 2758.3 5491.4 6689.1 7460.8 6689.1 5491.4 2758.3 -439.6 -949.2
Bottom KN/m2 8743.6 7471.9 7578.6 3802.7 2022.9 1127.3 2022.9 3802.7 7578.6 7471.9 8743.6
From Compressive Stress Consideration OK
From Tensile Stress Consideration OK
Stress due to Differential Shrinkage & Creep

P KNm 789.5 789.5 789.5 789.5 789.5 789.5 789.5 789.5 789.5 789.5 789.5
e m 0.55 0.55 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.55 0.55
Top of Deck Slab KN/m2 -243.2 -243.2 -180.1 -180.1 -180.1 -180.1 -180.1 -180.1 -180.1 -243.2 -243.2
Bottom of Deck Slab KN/m2 -418.4 -418.4 -352.1 -352.1 -352.1 -352.1 -352.1 -352.1 -352.1 -418.4 -418.4
Top of Girder KN/m2 751.2 751.2 817.5 817.5 817.5 817.5 817.5 817.5 817.5 751.2 751.2
Bottom KN/m2 -416.8 -416.8 -329.7 -329.7 -329.7 -329.7 -329.7 -329.7 -329.7 -416.8 -416.8
Stress at service with differential shrinkage and differential creep effect (with Live Load)
Top of Deck Slab KN/m2 -43.6 780.1 1476.1 2301.1 2791.8 2918.6 2791.8 2301.1 1476.1 780.1 -43.6
Top of Girder KN/m2 -198.1 311.6 3575.8 6308.9 7506.6 8278.2 7506.6 6308.9 3575.8 311.6 -198.1
Bottom KN/m2 8326.8 7055.1 7248.8 3473.0 1693.2 797.6 1693.2 3473.0 7248.8 7055.1 8326.8
Stress at service with differential shrinkage and differential creep effect (without Live Load)
Topp of Deck Slab KN/m2 -43.6 11.5 17.0 -21.8 -8.5 -23.5 -8.5 -21.8 17.0 11.5 -43.6
Top of Girder KN/m2 -198.1 -194.4 2685.7 4891.8 5798.3 6483.4 5798.3 4891.8 2685.7 -194.4 -198.1
Bottom KN/m2 8326.8 8300.6 10151.9 8094.6 7264.6 6651.2 7264.6 8094.6 10151.9 8300.6 8326.8
Stress at service with differential shrinkage and differential creep effect (with 75% Live Load)
Top of Girder KN/m2 -198.1 185.1 3353.3 5954.6 7079.5 7829.5 7079.5 5954.6 3353.3 185.1 -198.1
Bottom KN/m2 8326.8 7366.5 7974.6 4628.4 3086.0 2261.0 3086.0 4628.4 7974.6 7366.5 8326.8

Top of Girder KN/m2 -702.7 -702.7 -910.2 -910.2 -910.2 -910.2 -910.2 -910.2 -910.2 -702.7 -702.7
Bottom KN/m2 2132.2 2132.2 1854.1 1854.1 1854.1 1854.1 1854.1 1854.1 1854.1 2132.2 2132.2
Stress at Service with 75% Live Load (sag) + Temp rise

Top of Girder KN/m2 -900.8 -517.6 2443.1 5044.4 6169.3 6919.3 6169.3 5044.4 2443.1 -517.6 -900.8
Bottom KN/m2 10459.0 9498.7 9828.7 6482.5 4940.1 4115.1 4940.1 6482.5 9828.7 9498.7 10459.0
Stress at Service with 100% Live Load (sag) + Temp rise 60%
Top of Girder KN/m2 -619.7 -110.1 3029.7 5762.8 6960.5 7732.1 6960.5 5762.8 3029.7 -110.1 -619.7
Bottom KN/m2 9606.1 8334.4 8361.3 4585.5 2805.6 1910.0 2805.6 4585.5 8361.3 8334.4 9606.1

Top of Girder KN/m2 915.8 915.8 1110.3 1110.3 1110.3 1110.3 1110.3 1110.3 1110.3 915.8 915.8
Bottom KN/m2 -2905.6 -2905.6 -2488.4 -2488.4 -2488.4 -2488.4 -2488.4 -2488.4 -2488.4 -2905.6 -2905.6
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Stress at Service with 75% Live Load (sag) + Temp Fall

Top of Girder KN/m2 717.7 1100.9 4463.6 7064.9 8189.8 8939.8 8189.8 7064.9 4463.6 1100.9 717.7
Bottom KN/m2 5421.2 4460.9 5486.2 2140.0 597.6 -227.4 597.6 2140.0 5486.2 4460.9 5421.2
Stress at Service with 100% Live Load (sag) + Temp Fall 60%
Top of Deck Slab KN/m2 -1511.7 -688.0 104.8 929.7 1420.4 1547.3 1420.4 929.7 104.8 -688.0 -1511.7
Top of Girder KN/m2 351.4 861.0 4242.0 6975.1 8172.8 8944.4 8172.8 6975.1 4242.0 861.0 351.4
Bottom KN/m2 6583.4 5311.7 5755.8 1980.0 200.1 -695.5 200.1 1980.0 5755.8 5311.7 6583.4
Moment Due to Vertical wind (Sagging) KNm 0.00 92.53 163.95 280.67 350.13 373.19 350.13 280.67 163.95 92.53 0.00
Stresses due to Vertical wind (Sagging)
Top of Girder KN/m2 0.0 72.4 120.4 206.0 257.0 274.0 257.0 206.0 120.4 72.4 0.0
Bottom KN/m2 0.0 -178.4 -392.5 -672.0 -838.3 -893.5 -838.3 -672.0 -392.5 -178.4 0.0
Stress at Service with 100% Live Load (sag) + wind 60%

Top of Girder KN/m2 -198.1 355.0 3648.0 6432.5 7660.8 8442.6 7660.8 6432.5 3648.0 355.0 -198.1
Bottom KN/m2 8326.8 6948.1 7013.3 3069.8 1190.2 261.5 1190.2 3069.8 7013.3 6948.1 8326.8
Stress at Service with 75% Live Load (sag) + wind

Top of Girder KN/m2 -198.1 257.5 3473.6 6160.6 7336.5 8103.5 7336.5 6160.6 3473.6 257.5 -198.1
Bottom KN/m2 8326.88
8326 7188 1
7188.1 7582 1
7582.1 3956 5
3956.5 2247 8
2247.8 1367 5
1367.5 2247 8
2247.8 3956 5
3956.5 7582 1 7188.1
7582.1 7188 1 8326.8
8326 8
CHECK FOR ULTIMATE LIMIT STATE (BASIC COMBINATION)- INFERIOR
ITEM UNITS Distance from left support
(m) 0.000 1.850 3.163 5.975 8.788 11.600 14.413 17.225 20.038 21.350 23.200
Details of prestressing
Net prestressing force in Stage 1 (KN) 4717.1 4734.2 4793.8 4803.5 4828.7 4839.8 4828.7 4803.5 4793.8 4734.2 4717.1
No of Tendons in Stage-1 prestressing 2.684 2.684 2.684 2.684 2.684 2.684 2.684 2.684 2.684 2.684 2.684
Distance from bottom of Stage 1 (m) 0.4503 0.3110 0.2456 0.1823 0.1255 0.1250 0.1255 0.1823 0.2456 0.3110 0.4503
Net horizontal prestressing force (KN) 4717.1 4734.2 4793.8 4803.5 4828.7 4839.8 4828.7 4803.5 4793.8 4734.2 4717.1
Net eccentricity from bottom (m) 0.4503 0.3110 0.2456 0.1823 0.1255 0.1250 0.1255 0.1823 0.2456 0.3110 0.4503
Vertical Component of Stage 1 Prestressing (KN) 502.2 504.8 153.3 154.2 33.6 0.0 33.6 154.2 153.3 504.8 502.2
Total Vertical Component of Prestress (KN) 502.2 504.8 153.3 154.2 33.6 0.0 33.6 154.2 153.3 504.8 502.2
Total area of Prestress cable (Ap) 2 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050
(m )
Section Properties
Width of deck slab (m) 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000 3.000
Width of Bottom Flange (m) 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800
Width of web Bw (m) 0.800 0.800 0.356 0.300 0.300 0.300 0.300 0.300 0.383 0.750 0.750
Duct Dia Dduct m 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085
Effective width of Web (Bw-0.5*Dduct) m 0.758 0.758 0.314 0.258 0.258 0.258 0.258 0.258 0.340 0.708 0.708
Depth of beam only (m) 1.500 1.500 1.500 1.500 1.500 1.500 1.500 1.500 1.500 1.500 1.500
Depth of deck only (m) 0.225 0.225 0.225 0.225 0.225 0.225 0.225 0.225 0.225 0.225 0.225
Depth of Bottom Flange (m) 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250
Over all depth (m) 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725
Area of composite section (m2) 1.9079 1.9079 1.4400 1.4400 1.4400 1.4400 1.4400 1.4400 1.4400 1.9079 1.9079
C.G. of composite section from bottom (m) 1.0667 1.0667 1.1480 1.1480 1.1480 1.1480 1.1480 1.1480 1.1480 1.0667 1.0667
Moment of inertia-composite section (m4) 0.5534 0.5534 0.4795 0.4795 0.4795 0.4795 0.4795 0.4795 0.4795 0.5534 0.5534
fck 2 45000 45000 45000 45000 45000 45000 45000 45000 45000 45000 45000
KN/m
Ec 2
KN/m 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07
Ep 2
KN/m 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08
Es 2
KN/m 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08
Area of Reinforcement at bottom (As) (m2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
fy = (MPa) 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0
Flexural capacity
Compressive prestress at soffit 2

KN/m 8077 9377 13686 14442 15174 15215 15174 14442 13686 9377 8077
Mean value of axial tensile strength of conc. 2
KN/m 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0
Uncr moment capacity of section for bottom fiber KNm 5902.3 6577.0 7094.9 7410.6 7716.2 7733.3 7716.2 7410.6 7094.9 6577.0 5902.3
Compressive/Tensile prestress at top 2
KN/m -986.4 -1774.5 -1876.7 -2246.5 -2587.9 -2596.9 -2587.9 -2246.5 -1876.7 -1774.5 -986.4
Maximum permissible compressive stress 2
KN/m 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0
Uncr moment capacity of section for top fiber KNm 18987.2 19649.7 19509.7 19817.0 20100.7 20108.2 20100.7 19817.0 19509.7 19649.7 18987.2
Uncracked moment capacity of section KNm 5902.3 6577.0 7094.9 7410.6 7716.2 7733.3 7716.2 7410.6 7094.9 6577.0 5902.3
Prestrain in cables (εpe) 4.8E-03 4.8E-03 4.9E-03 4.9E-03 4.9E-03 4.9E-03 4.9E-03 4.9E-03 4.9E-03 4.8E-03 4.8E-03
Comp strain in concrete at tendon level εce) 1.7E-04 2.2E-04 3.4E-04 3.7E-04 4.1E-04 4.1E-04 4.1E-04 3.7E-04 3.4E-04 2.2E-04 1.7E-04
ε0)
Compressive strain at top fiber ( 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035 0.0035
Let assume depth of neutral axis from top(dn) m 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046 0.046
Depth of Reinforcement, As form top (ds) m 1.667 1.667 1.667 1.667 1.667 1.667 1.667 1.667 1.667 1.667 1.667
Depth of Prestressing cable, Ap form top (dp) m 1.275 1.414 1.479 1.543 1.599 1.600 1.599 1.543 1.479 1.414 1.275
Tensile strain in concrete at tendon level εcp) 0.00830 0.00830 0.00830 0.00830 0.00830 0.00830 0.00830 0.00830 0.00830 0.00830 0.00830
εs)
Tensile strain in reinforcement ( 0.00181 0.00181 0.00181 0.00181 0.00181 0.00181 0.00181 0.00181 0.00181 0.00181 0.00181
Total strain at prestressing steel εp) = 8.3E-03 8.3E-03 8.3E-03 8.3E-03 8.3E-03 8.3E-03 8.3E-03 8.3E-03 8.3E-03 8.3E-03 8.3E-03
Tensile force at prestressing steel (Tp) = KN 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1
Tensile force at Reinforcement (Ts) = KN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Compressive force in concrete, (C) = KN 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1 8150.1
Check (C) = (Tp) + (Ts) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lever arm of (C) from top fiber = m 0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.015
Cracked moment capacity of section KNm 10264.9 11400.3 11933.6 12449.5 12911.8 12916.2 12911.8 12449.5 11933.6 11400.3 10264.9
Dead Load moment KNm 0.0 587.2 1025.4 1737.1 2163.8 2305.7 2163.8 1737.1 1025.4 587.2 0.0
SIDL moment KNm 0.0 108.5 192.7 346.5 448.0 483.3 448.0 346.5 192.7 108.5 0.0
LL moment KNm 0.0 646.1 1212.6 1930.4 2327.1 2445.0 2327.1 1930.4 1212.6 646.1 0.0
Vertical Wind moment KNm 0.0 92.5 164.0 280.7 350.1 373.2 350.1 280.7 164.0 92.5 0.0
Factor for DL 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35
Factor for SIDL 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52
Factor for LL 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Factor for Vertical Wind 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
Ultimate moment KNm 0.0 2010.2 3643.5 6020.0 7407.8 7850.6 7407.8 6020.0 3643.5 2010.2 0.0
OK OK OK OK OK OK OK OK OK OK OK
Uncr Uncr Uncr Uncr Uncr Cr Uncr Uncr Uncr Uncr Uncr
Shear capacity
Uncracked Shear resistance Calculation :

Second moment of inertia of gross section(I)= (m4) 0.5534 0.5534 0.4795 0.4795 0.4795 0.4795 0.4795 0.4795 0.4795 0.5534 0.5534
1st moment of area above CG about CG (S) = (m3) 0.4435 0.4435 0.3356 0.3321 0.3321 0.3321 0.3321 0.3321 0.3372 0.4388 0.4388
Effective width of Web (bwc) = m 0.758 0.758 0.314 0.258 0.258 0.258 0.258 0.258 0.340 0.708 0.708
Design value of conc. tensile strength(fctd)= (KN/m2) 1533.3 1533.3 1533.3 1533.3 1533.3 1533.3 1533.3 1533.3 1533.3 1533.3 1533.3
Constant factor (k1) = 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Conc. comp. stress due to prestressing σcp)= (KN/m2) 2472.4 2481.4 3329.0 3335.8 3353.3 3361.0 3353.3 3335.8 3329.0 2481.4 2472.4
Uncracked Shear resistance = KN 2342.5 2345.1 1224.6 1015.8 1017.6 1018.4 1017.6 1015.8 1320.0 2213.7 2211.3
Cracked Shear resistance Calculation :

depth (d) = mm 1725 1725 1725 1725 1725 1725 1725 1725 1725 1725 1725
Constant factor (K) = 1.341 1.341 1.341 1.341 1.341 1.341 1.341 1.341 1.341 1.341 1.341
2
Longitudinal reinforcement (Asl) = (m ) 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
Min. width of the section over depth (bw) = m 0.800 0.800 0.356 0.300 0.300 0.300 0.300 0.300 0.383 0.750 0.750
p1 = 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Cracked Shear resistance = KN 1920.3 1922.1 934.5 787.1 788.5 789.1 788.5 787.1 1002.9 1802.0 1800.2
Dead Load shear KN 474.51 360.07 304.16 202.75 101.8 0 101.8 202.75 304.16 360.07 474.51
SIDL shear KN 105.6 68.11 63.07 46.19 27.58 0.411 27.58 46.19 63.07 68.11 105.6
LL shear KN 438.2 431.6 431.6 336.4 270.1 216.8 270.1 336.4 431.6 431.6 438.2
Vertical Wind shear KN 67.4 58.4 50.5 33.0 16.3 0.0 16.3 33.0 50.5 58.4 67.4
Factor for DL 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35
Factor for SIDL 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52
Factor for LL 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Ultimate shear KN 1519.0 1289.6 1199.3 878.3 599.1 325.9 599.1 878.3 1199.3 1289.6 1519.0
Governing Shear resistance without shear r/f KN 2342.5 2345.1 1224.6 1015.8 1017.6 789.1 1017.6 1015.8 1320.0 2213.7 2211.3
OK, OK, OK, OK, OK, OK, OK, OK, OK, OK, OK,
Min. Min. Min. Min. Min. Min. Min. Min. Min. Min. Min.
Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear
R/F to R/F to R/F to R/F to R/F to R/F to R/F to R/F to R/F to R/F to R/F to
be be be be be be be be be be be
provide provide provide provide provide provide provide provide provide provide provide
d d d d d d d d d d d
Minimum Shear reinforcement (ρ min)
2
(mm ) 155 155 69 58 58 58 58 58 74 145 145
Provide (mm) 12 12 12 12 12 12 12 12 12 12 12
4 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 4 L
(mm) 200 200 200 200 200 200 200 200 200 200 200
Asw Provided (mm2) 452 226 226 226 226 226 226 226 226 226 452
Calculation of Actual Shear Reinforcement

Design Shear Resistance, (min. of two)
Asw * Z * fywd * cotθ / s (KN) N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A
αcw * bw * Z * v1 * fcd /(cotθ + tanθ) (KN) N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A
Z (m) 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553
fywd (MPa) 435 435 435 435 435 435 435 435 435 435 435
θ (degr 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8
αcw 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
v1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6
CHECK FOR ULTIMATE LIMIT STATE (SEISMIC COMBINATION)- INFERIOR
(m) 0.000 1.850 3.163 5.975 8.788 11.600 14.413 17.225 20.038 21.350 23.200
(m )
Section Properties
Width of web Bw (m) 0.800 0.800 0.356 0.300 0.300 0.300 0.300 0.300 0.383 0.750 0.750
Duct Dia Dduct m 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085
Over all depth (m) 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725
fck 2 45000 45000 45000 45000 45000 45000 45000 45000 45000 45000 45000
KN/m
Ec 2
KN/m 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07
Ep 2
KN/m 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08
Es 2
KN/m 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08
fy = (MPa) 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0
Flexural capacity

KN/m 8077 9377 13686 14442 15174 15215 15174 14442 13686 9377 8077
KN/m 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0
KN/m -986.4 -1774.5 -1876.7 -2246.5 -2587.9 -2596.9 -2587.9 -2246.5 -1876.7 -1774.5 -986.4
KN/m 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0
ε0)
εs)
Check (C) = (Tp) + (Ts) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
SIDL moment KNm 0.0 108.5 192.7 346.5 448.0 483.3 448.0 346.5 192.7 108.5 0.0
LL moment KNm 0.0 646.1 1212.6 1930.4 2327.1 2445.0 2327.1 1930.4 1212.6 646.1 0.0
Vertical Seismic moment KNm 0.0 86.5 152.3 259.3 323.5 345.0 323.5 259.3 152.3 86.5 0.0
Factor for DL 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35
Factor for SIDL 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52
Factor for LL 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Factor for Vertical Seismic 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Uncr Uncr Uncr Uncr Uncr Uncr Uncr Uncr Uncr Uncr Uncr
Shear capacity


depth (d) = mm 1725 1725 1725 1725 1725 1725 1725 1725 1725 1725 1725
2
p1 = 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Dead Load shear KN 474.5 360.1 304.2 202.8 101.8 0.0 101.8 202.8 304.2 360.1 474.5
SIDL shear KN 105.6 68.1 63.1 46.2 27.6 0.4 27.6 46.2 63.1 68.1 105.6
LL shear KN 438.2 431.6 431.6 336.4 270.1 216.8 270.1 336.4 431.6 431.6 438.2
Factor for DL 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35
Factor for SIDL 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52
Factor for LL 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Governing Shear resistance KN 2342.5 2345.1 1224.6 1015.8 1017.6 1018.4 1017.6 1015.8 1320.0 2213.7 2211.3
2
(mm ) 155 155 69 58 58 58 58 58 74 145 145
Provide (mm) 12 12 12 12 12 12 12 12 12 12 12
4 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 4 L
(mm) 200 200 200 200 200 200 200 200 200 200 200
Asw Provided (mm2) 452 226 226 226 226 226 226 226 226 226 452

Z (m) 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553
fywd (MPa) 435 435 435 435 435 435 435 435 435 435 435
θ (degr 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8
αcw 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
v1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6
Stress Check at Service Stage (Superior) :
Item Unit 1 2 3 4 5 6 7 8 9 10 11

For Cable 1a
No of Tendons of 19T13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
For Cable 1b
No of Tendons of 19T13 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
For Cable 1c
No of Tendons of 19T13 0.684 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68
For Cable 1d
No of Tendons of 19T13 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 1e
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Item Unit 1 2 3 4 5 6 7 8 9 10 11

No of Tendons of 19T13 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68 2.68

Top T/m2 0.0 989.8 2107.5 3529.5 4381.4 4664.0 4381.4 3529.5 2107.5 989.8 0.0
Bottom T/m2 0.0 -1037.9 -2041.6 -3419.2 -4244.6 -4518.3 -4244.6 -3419.2 -2041.6 -1037.9 0.0

Top KN/m2 -1522.1 -1514.9 -401.5 1005.6 1842.5 2110.1 1813.5 946.6 -485.4 -1603.3 -1576.1
B
Bottom KN/m2
KN/ 5673 8
5673.8 5682 8
5682.8 6848 5
6848.5 5524 1
5524.1 4751 9
4751.9 4531 2
4531.2 4854 6
4854.6 5733 0
5733.0 7146 1 5920.1
7146.1 5920 1 5874.9
5874 9
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -3049.3 -4027.9 -2915.6 -1498.6 -646.7 -365.1 -646.7 -1498.6 -2915.6 -4027.9 -3049.3
Bottom KN/m2 11366.5 12425.9 15757.2 14397.3 13572.0 13301.7 13572.0 14397.3 15757.2 12425.9 11366.5
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -971.8 -2776.5 -1440.6 -1646.7 -2285.7 -2034.2 -2285.7 -1646.7 -1440.6 -2776.5 -971.8
Bottom KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -971.8 -2776.5 -1440.6 -1646.7 -2285.7 -2034.2 -2285.7 -1646.7 -1440.6 -2776.5 -971.8
Bottom KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -971.8 -2776.5 -1440.6 -1646.7 -2285.7 -2034.2 -2285.7 -1646.7 -1440.6 -2776.5 -971.8
Bottom KN/m2 11833.0 13770.1 18454.8 18693.8 19414.9 19216.1 19414.9 18693.8 18454.8 13770.1 11833.0
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Top KN/m2 -1148.1 -3227.1 -1873.5 -2201.4 -2952.8 -2704.0 -2952.8 -2201.4 -1873.5 -3227.1 -1148.1
Bottom KN/m2 13099.2 15328.4 20580.1 20941.0 21781.2 21589.6 21781.2 20941.0 20580.1 15328.4 13099.2
=(0.00034-0.00032)*2.684*0.0018772*195000000*1
Relaxation factor =
=((28-21) * 24/1000)^0.143 0.775
=0.775*(1-(0.7-(1*(6664.47368441053-156.42)/(2.684*3,490.3)))/0.2)*2.5/100*(0.783*3,490.3)*2.684*1
Total Loss (C+S+R) KN 218.33 220.37 227.48 228.64 231.65 232.97 231.65 228.64 227.48 220.37 218.33
Stress Due to C+S+R

Top KN/m2 35.0 129.3 124.2 179.3 231.1 232.9 231.1 179.3 124.2 129.3 35.0
Bottom KN/m2 -399.5 -501.7 -705.7 -762.1 -820.0 -825.2 -820.0 -762.1 -705.7 -501.7 -399.5

Top KN/m2 -1109.6 -3084.9 -1736.9 -2004.2 -2698.6 -2447.9 -2698.6 -2004.2 -1736.9 -3084.9 -1109.6
Bottom KN/m2 12659.8 14776.5 19803.8 20102.7 20879.2 20681.9 20879.2 20102.7 19803.8 14776.5 12659.8
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

=(0.000484-0.000446)*2.684*0.0018772*195000000*1*16,163.75/10000
Item Unit 1 2 3 4 5 6 7 8 9 10 11
For Cable 2a
No of Tendons of 19T13 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2b
No of Tendons of 19T13 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2c
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2d
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
For Cable 2e
No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

No of Tendons of 19T13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Top KN/m2 -1109.6 -3084.9 -1736.9 -2004.2 -2698.6 -2447.9 -2698.6 -2004.2 -1736.9 -3084.9 -1109.6
Bottom KN/m2 12659.8 14776.5 19803.8 20102.7 20879.2 20681.9 20879.2 20102.7 19803.8 14776.5 12659.8
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -1109.6 -3084.9 -1736.9 -2004.2 -2698.6 -2447.9 -2698.6 -2004.2 -1736.9 -3084.9 -1109.6
Bottom KN/m2 12659.8 14776.5 19803.8 20102.7 20879.2 20681.9 20879.2 20102.7 19803.8 14776.5 12659.8
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20

Top KN/m2 -1109.6 -3084.9 -1736.9 -2004.2 -2698.6 -2447.9 -2698.6 -2004.2 -1736.9 -3084.9 -1109.6
Bottom KN/m2 12659.8 14776.5 19803.8 20102.7 20879.2 20681.9 20879.2 20102.7 19803.8 14776.5 12659.8
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11

Top KN/m2 -1109.6 -3084.9 -1736.9 -2004.2 -2698.6 -2447.9 -2698.6 -2004.2 -1736.9 -3084.9 -1109.6
Bottom KN/m2 12659.8 14776.5 19803.8 20102.7 20879.2 20681.9 20879.2 20102.7 19803.8 14776.5 12659.8
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
( ) KN 0.00

Top KN/m2 -1109.6 -3084.9 -1736.9 -2004.2 -2698.6 -2447.9 -2698.6 -2004.2 -1736.9 -3084.9 -1109.6
Bottom KN/m2 12659.8 14776.5 19803.8 20102.7 20879.2 20681.9 20879.2 20102.7 19803.8 14776.5 12659.8
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Item Unit 1 2 3 4 5 6 7 8 9 10 11


Top KN/m2 -1109.6 -3084.9 -1736.9 -2004.2 -2698.6 -2447.9 -2698.6 -2004.2 -1736.9 -3084.9 -1109.6
Bottom KN/m2 12659.8 14776.5 19803.8 20102.7 20879.2 20681.9 20879.2 20102.7 19803.8 14776.5 12659.8
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Top KN/m2 0.0 602.4 1306.6 2244.0 2806.5 2994.1 2806.5 2244.0 1306.6 602.4 0.0
Bottom KN/m2 0.0 -631.7 -1265.7 -2174.0 -2718.9 -2900.5 -2718.9 -2174.0 -1265.7 -631.7 0.0
Dead Load Moments -IInd stage

g KNm 0.0 263.8 465.2 799.0 999.3 1066.1 999.3 799.0 465.2 263.8 0.0
Top KN/m2 0.0 807.0 1750.4 3006.3 3759.9 4011.1 3759.9 3006.3 1750.4 807.0 0.0
Bottom KN/m2 0.0 -846.2 -1695.7 -2912.4 -3642.5 -3885.8 -3642.5 -2912.4 -1695.7 -846.2 0.0

Top KN/m2 0.0 -234.2 -417.9 -717.7 -897.6 -957.6 -897.6 -717.7 -417.9 -234.2 0.0
Top of Girder KN/m2 0.00 -154.15 -254.92 -437.84 -547.59 -584.17 -547.59 -437.84 -254.92 -154.15 0.00
Bottom KN/m2 0.00 379.49 831.40 1427.95 1785.88 1905.20 1785.88 1427.95 831.40 379.49 0.00

Top of Girder KN/m2 -1109.6 -1829.7 1065.1 2808.3 3320.3 3973.1 3320.3 2808.3 1065.1 -1829.7 -1109.6
Bottom KN/m2 12659.8 13678.1 17673.7 16444.3 16303.7 15800.8 16303.7 16444.3 17673.7 13678.1 12659.8
Item Unit 1 2 3 4 5 6 7 8 9 10 11
=(0.000320-0.000280)*0.00*0.0018772*195000000*1
=(0.00032-0.00028)*2.684*0.0018772*195000000*1
Top of Girder KN/m2 -7.3 12.0 -5.7 2.6 10.1 10.2 10.1 2.6 -5.7 12.0 -7.3
Bottom KN/m2 -302.7 -351.2 -511.5 -539.5 -566.3 -567.6 -566.3 -539.5 -511.5 -351.2 -302.7

Stage 1 Cables Top -0.209 -0.375 -0.391 -0.468 -0.536 -0.537 -0.536 -0.468 -0.391 -0.375 -0.209
Bottom 1.712 1.981 2.855 3.007 3.142 3.144 3.142 3.007 2.855 1.981 1.712
Stage 2 Cables Top -0.745 -0.745 -0.687 -0.687 -0.687 -0.687 -0.687 -0.687 -0.687 -0.745 -0.745
Bottom 2.580 2.580 3.443 3.443 3.443 3.443 3.443 3.443 3.443 2.580 2.580

Top of Girder KN/m2 -1117.6 -1816.5 1058.8 2811.2 3331.4 3984.3 3331.4 2811.2 1058.8 -1816.5 -1117.6
Bottom KN/m2 12326.8 13291.8 17111.1 15850.8 15680.8 15176.4 15680.8 15850.8 17111.1 13291.8 12326.8
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Relaxation Factor
=((56-28) * 24/1000)^0.143 0.945
=0.945*(1-(0.7-1*(0.0-0.00)/(0.000000000001*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*0.000000000001*1
=(0.000446-0.000369)*0.000000000001*0.0018772*195000000*1*15,322.06/10000 = 0.00
Relaxation Factor
=((56-21) * 24/1000)^0.143 - 0.775 0.201
=0.201*(1-(0.7-1*(6664.474-156.42)/(2.684*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*2.684*1
=(0.000446-0.000369)*2.684*0.0018772*195000000*1*13,440.48/10000 101.68
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Stress due to SIDL
Top of Girder KN/m2 0.0 84.9 141.5 254.4 328.8 354.8 328.8 254.4 141.5 84.9 0.0
Bottom KN/m2 0.0 -209.1 -461.4 -829.6 -1072.5 -1157.1 -1072.5 -829.6 -461.4 -209.1 0.0
=(0.00028)*0.000000000001*0.0018772*195000000*1
=(0.00028)*2.684*0.0018772*195000000*1
Stress due to C+S+R

Top of Girder KN/m2 -41.5 67.9 -32.7 14.9 58.1 58.7 58.1 14.9 -32.7 67.9 -41.5
Bottom KN/m2 -1711.6 -1990.6 -2922.2 -3086.4 -3250.5 -3262.7 -3250.5 -3086.4 -2922.2 -1990.6 -1711.6

Top of Girder KN/m2 -1163.3 -1656.8 1164.3 3082.0 3724.1 4403.7 3724.1 3082.0 1164.3 -1656.8 -1163.3
Bottom KN/m2 10444 1
10444.1 10893 0
10893.0 13435 4
13435.4 11626 1
11626.1 11032 8 10430.4
11032.8 10430 4 11032.8
11032 8 11626.1
11626 1 13435.4
13435 4 10893.0
10893 0 10444.1
10444 1

OK
OK
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
Segment length m 1.85 1.31 2.81 2.81 2.81 2.81 2.81 2.81 1.31 1.85 -23.20
length m 23.20
3-0.945 2.055
=2.055*(1-(0.7-1*(0.0-0.00)/(0.000000000001*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*0.000000000001*1
=(0.000369)*0.000000000001*0.0018772*195000000*1*11,464.80/10000 = =0.00

3-0.775-0.201 2.025
=2.025*(1-(0.7-1*(6664.474-156.42)/(2.684*3,490.3))/0.2)*2.5/100*(0.783*3,490.3)*2.684*1
=(0.000369)*2.684*0.0018772*195000000*1*10,014.19/10000 = =363.05
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Moment Due to Live Load (Sagging) KNm 0.00 646.15 1212.57 1930.37 2327.10 2444.95 2327.10 1930.37 1212.57 646.15 0.00
Stresses due to Live Load (Sagging)
Top of Girder KN/m2 0.0 505.9 890.1 1417.1 1708.3 1794.8 1708.3 1417.1 890.1 505.9 0.0
Bottom KN/m2 0.0 -1245.5 -2903.1 -4621.6 -5571.5 -5853.6 -5571.5 -4621.6 -2903.1 -1245.5 0.0
Stress at service with Live Load (Sagging)

Top of Girder KN/m2 -1163.3 -1150.9 2054.5 4499.0 5432.5 6198.5 5432.5 4499.0 2054.5 -1150.9 -1163.3
Bottom KN/m2 10444.1 9647.6 10532.3 7004.5 5461.3 4576.8 5461.3 7004.5 10532.3 9647.6 10444.1
Stress due to Differential Shrinkage & Creep

P KNm 789.5 789.5 789.5 789.5 789.5 789.5 789.5 789.5 789.5 789.5 789.5
e m 0.55 0.55 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.55 0.55
Bottom of Deck Slab KN/m2 -418.4 -418.4 -352.1 -352.1 -352.1 -352.1 -352.1 -352.1 -352.1 -418.4 -418.4
Top of Girder KN/m2 751.2 751.2 817.5 817.5 817.5 817.5 817.5 817.5 817.5 751.2 751.2
Bottom KN/m2 -416.8 -416.8 -329.7 -329.7 -329.7 -329.7 -329.7 -329.7 -329.7 -416.8 -416.8
Stress at service with differential shrinkage and differential creep effect (with Live Load)
Top of Girder KN/m2 -412.1 -399.7 2871.9 5316.5 6249.9 7016.0 6249.9 5316.5 2871.9 -399.7 -412.1
Bottom KN/m2 10027.3 9230.8 10202.6 6674.8 5131.6 4247.0 5131.6 6674.8 10202.6 9230.8 10027.3
Stress at service with differential shrinkage and differential creep effect (without Live Load)
Topp of Deck Slab KN/m2 27.4 139.1 151.9 139.6 177.4 163.1 177.4 139.6 151.9 139.1 27.4
Top of Girder KN/m2 -412.1 -905.7 1981.8 3899.4 4541.6 5221.1 4541.6 3899.4 1981.8 -905.7 -412.1
Bottom KN/m2 10027.3 10476.3 13105.7 11296.4 10703.0 10100.6 10703.0 11296.4 13105.7 10476.3 10027.3
Stress at service with differential shrinkage and differential creep effect (with 75% Live Load)
Top of Girder KN/m2 -412.1 -526.2 2649.4 4962.2 5822.8 6567.2 5822.8 4962.2 2649.4 -526.2 -412.1
Bottom KN/m2 10027.3 9542.2 10928.3 7830.2 6524.4 5710.4 6524.4 7830.2 10928.3 9542.2 10027.3

Top of Girder KN/m2 -702.7 -702.7 -910.2 -910.2 -910.2 -910.2 -910.2 -910.2 -910.2 -702.7 -702.7
Bottom KN/m2 2132.2 2132.2 1854.1 1854.1 1854.1 1854.1 1854.1 1854.1 1854.1 2132.2 2132.2
Stress at Service with 75% Live Load (sag) + Temp rise

Top of Girder KN/m2 -1114.8 -1228.9 1739.2 4052.0 4912.6 5657.0 4912.6 4052.0 1739.2 -1228.9 -1114.8
Bottom KN/m2 12159.5 11674.4 12782.4 9684.3 8378.5 7564.5 8378.5 9684.3 12782.4 11674.4 12159.5
Stress at Service with 100% Live Load (sag) + Temp rise 60%
Top of Girder KN/m2 -833.7 -821.4 2325.8 4770.4 5703.8 6469.8 5703.8 4770.4 2325.8 -821.4 -833.7
Bottom KN/m2 11306.6 10510.1 11315.0 7787.3 6244.0 5359.5 6244.0 7787.3 11315.0 10510.1 11306.6

Top of Girder KN/m2 915.8 915.8 1110.3 1110.3 1110.3 1110.3 1110.3 1110.3 1110.3 915.8 915.8
Bottom KN/m2 -2905.6 -2905.6 -2488.4 -2488.4 -2488.4 -2488.4 -2488.4 -2488.4 -2488.4 -2905.6 -2905.6
Item Unit 1 2 3 4 5 6 7 8 9 10 11
Stress at Service with 75% Live Load (sag) + Temp Fall

Top of Deck Slab KN/m2 -2419.4 -1731.3 -1039.4 -403.8 -8.0 84.0 -8.0 -403.8 -1039.4 -1731.3 -2419.4
Top of Girder KN/m2 503.7 389.6 3759.7 6072.5 6933.1 7677.5 6933.1 6072.5 3759.7 389.6 503.7
Bottom KN/m2 7121.7 6636.6 8439.9 5341.8 4036.0 3222.0 4036.0 5341.8 8439.9 6636.6 7121.7
Stress at Service with 100% Live Load (sag) + Temp Fall 60%
Top of Deck Slab KN/m2 -1440.7 -560.4 239.6 1091.1 1606.3 1733.8 1606.3 1091.1 239.6 -560.4 -1440.7
Top of Girder KN/m2 137.4 149.7 3538.1 5982.7 6916.1 7682.1 6916.1 5982.7 3538.1 149.7 137.4
Bottom KN/m2 8283.9 7487.4 8709.5 5181.8 3638.5 2754.0 3638.5 5181.8 8709.5 7487.4 8283.9
Moment Due to Vertical wind (Sagging) KNm 0.00 92.53 163.95 280.67 350.13 373.19 350.13 280.67 163.95 92.53 0.00
Stresses due to Vertical wind (Sagging)
Top of Girder KN/m2 0.0 72.4 120.4 206.0 257.0 274.0 257.0 206.0 120.4 72.4 0.0
Bottom KN/m2 0.0 -178.4 -392.5 -672.0 -838.3 -893.5 -838.3 -672.0 -392.5 -178.4 0.0
Stress at Service with 100% Live Load (sag) + wind 60%

Top of Girder KN/m2 -412.1 -356.3 2944.1 5440.1 6404.1 7180.3 6404.1 5440.1 2944.1 -356.3 -412.1
Bottom KN/m2 10027.3 9123.8 9967.1 6271.6 4628.6 3711.0 4628.6 6271.6 9967.1 9123.8 10027.3
Stress at Service with 75% Live Load (sag) + wind

Top of Girder KN/m2 -412.1 -453.8 2769.7 5168.3 6079.9 6841.2 6079.9 5168.3 2769.7 -453.8 -412.1
Bottom KN/m2 10027.33
10027 9363 8
9363.8 10535 8
10535.8 7158 2
7158.2 5686 2
5686.2 4817 0
4817.0 5686 2
5686.2 7158 2 10535.8
7158.2 10535 8 9363.8
9363 8 10027.3
10027 3
CHECK FOR ULTIMATE LIMIT STATE (BASIC COMBINATION)- SUPERIOR
(m) 0.000 1.850 3.163 5.975 8.788 11.600 14.413 17.225 20.038 21.350 23.200
(m )
Section Properties
Width of web Bw (m) 0.800 0.800 0.356 0.300 0.300 0.300 0.300 0.300 0.383 0.750 0.750
Duct Dia Dduct m 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085
Over all depth (m) 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725
fck 2 45000 45000 45000 45000 45000 45000 45000 45000 45000 45000 45000
KN/m
Ec 2
KN/m 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07
Ep 2
KN/m 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08
Es 2
KN/m 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08
fy = (MPa) 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0
Flexural capacity

KN/m 9631 11183 16326 17229 18104 18154 18104 17229 16326 11183 9631
KN/m 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0
KN/m -1176.1 -2116.1 -2238.7 -2679.9 -3087.5 -3098.5 -3087.5 -2679.9 -2238.7 -2116.1 -1176.1
KN/m 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0
ε0)
εs)
Check (C) = (Tp) + (Ts) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
SIDL moment KNm 0.0 108.5 192.7 346.5 448.0 483.3 448.0 346.5 192.7 108.5 0.0
LL moment KNm 0.0 646.1 1212.6 1930.4 2327.1 2445.0 2327.1 1930.4 1212.6 646.1 0.0
Vertical Wind moment KNm 0.0 92.5 164.0 280.7 350.1 373.2 350.1 280.7 164.0 92.5 0.0
Factor for DL 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35
Factor for SIDL 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52
Factor for LL 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Shear capacity


depth (d) = mm 1725 1725 1725 1725 1725 1725 1725 1725 1725 1725 1725
2
p1 = 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Dead Load shear KN 474.51 360.07 304.16 202.75 101.8 0 101.8 202.75 304.16 360.07 474.51
SIDL shear KN 105.6 68.11 63.07 46.19 27.58 0.411 27.58 46.19 63.07 68.11 105.6
LL shear KN 438.2 431.6 431.6 336.4 270.1 216.8 270.1 336.4 431.6 431.6 438.2
Factor for DL 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35
Factor for SIDL 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52
Factor for LL 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
2
(mm ) 155 155 69 58 58 58 58 58 74 145 145
Provide (mm) 12 12 12 12 12 12 12 12 12 12 12
4 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 4 L
(mm) 200 200 200 200 200 200 200 200 200 200 200
Asw Provided (mm2) 452 226 226 226 226 226 226 226 226 226 452

Z (m) 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553
fywd (MPa) 435 435 435 435 435 435 435 435 435 435 435
θ (degr 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8
αcw 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
v1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6
CHECK FOR ULTIMATE LIMIT STATE (SEISMIC COMBINATION)- SUPERIOR
(m) 0.000 1.850 3.163 5.975 8.788 11.600 14.413 17.225 20.038 21.350 23.200
(m )
Section Properties
Width of web Bw (m) 0.800 0.800 0.356 0.300 0.300 0.300 0.300 0.300 0.383 0.750 0.750
Duct Dia Dduct m 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085 0.085
Over all depth (m) 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725 1.725
fck 2 45000 45000 45000 45000 45000 45000 45000 45000 45000 45000 45000
KN/m
Ec 2
KN/m 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07 3.4E+07
Ep 2
KN/m 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08
Es 2
KN/m 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08 2.0E+08
fy = (MPa) 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0 500.0
Flexural capacity

KN/m 9631 11183 16326 17229 18104 18154 18104 17229 16326 11183 9631
KN/m 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0 3300.0
KN/m -1176.1 -2116.1 -2238.7 -2679.9 -3087.5 -3098.5 -3087.5 -2679.9 -2238.7 -2116.1 -1176.1
KN/m 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0 21600.0
ε0)
εs)
Check (C) = (Tp) + (Ts) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
SIDL moment KNm 0.0 108.5 192.7 346.5 448.0 483.3 448.0 346.5 192.7 108.5 0.0
LL moment KNm 0.0 646.1 1212.6 1930.4 2327.1 2445.0 2327.1 1930.4 1212.6 646.1 0.0
Vertical Seismic moment KNm 0.0 86.5 152.3 259.3 323.5 345.0 323.5 259.3 152.3 86.5 0.0
Factor for DL 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35
Factor for SIDL 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52
Factor for LL 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Factor for Vertical Seismic 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5
Shear capacity


depth (d) = mm 1725 1725 1725 1725 1725 1725 1725 1725 1725 1725 1725
2
p1 = 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Dead Load shear KN 474.5 360.1 304.2 202.8 101.8 0.0 101.8 202.8 304.2 360.1 474.5
SIDL shear KN 105.6 68.1 63.1 46.2 27.6 0.4 27.6 46.2 63.1 68.1 105.6
LL shear KN 438.2 431.6 431.6 336.4 270.1 216.8 270.1 336.4 431.6 431.6 438.2
Factor for DL 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35
Factor for SIDL 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52 1.52
Factor for LL 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
2
(mm ) 155 155 69 58 58 58 58 58 74 145 145
Provide (mm) 12 12 12 12 12 12 12 12 12 12 12
4 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 2 L 4 L
(mm) 200 200 200 200 200 200 200 200 200 200 200
Asw Provided (mm2) 452 226 226 226 226 226 226 226 226 226 452

Z (m) 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553
fywd (MPa) 435 435 435 435 435 435 435 435 435 435 435
θ (degr 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8 21.8
αcw 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
v1 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6
DESIGN OF END CROSS GIRDER (EXPANSION JOINT LOCATION)
Load Factors for different combinations : (Refer Table 3.2 and Table 3.3 of IRC:6-2014)
Jackup Basic Basic Seismic Rare Rare Rare Rare Quasi

Primary Loads
(ULS1) (ULS2) (ULS3) (ULS4) (SLS1) (SLS2) (SLS3) (SLS4) (SLS5)
Dead Load 1.50 1.35 1.35 1.35 1.00 1.00 1.00 1.00 1.00
SIDL without W/C 1.50 1.35 1.35 1.35 1.00 1.00 1.00 1.00 1.00
Wearing Coat 1.50 1.75 1.75 1.75 1.00 1.00 1.00 1.00 1.00
FPLL 0.00 1.50 1.15 0.20 1.00 0.75 1.00 0.75 0.00
Wind 0.00 0.90 1.50 0.00 0.60 1.00 0.00 0.00 0.00
Vertical Seismic 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 0.00
CWLL 0.00 1.50 1.15 0.20 1.00 0.75 1.00 0.75 0.00
Temperature 0.00 0.00 0.00 0.00 0.00 0.00 0.60 1.00 0.50
Moment and Shear forces for different load cases :
Under Jackup Cases Under Service Cases
Hogging Sagging Shear Hogging Sagging Shear

Primary Loads Moment Moment Force Moment Moment Force
(t-m) (t-m) (t) (t-m) (t-m) (t)
Dead Load 80.157 4.499 68.873 29.5 45.5 27.4

SIDL without W/C 0 0 0 2.1 1.7 1.3
Wearing Coat 0 0 0 4.1 6.9 3.7
FPLL 0 0 0 0.4 0.2 0.21
Wind 0 0 0 4 6.7 3.6
Vertical Seismic 0 0 0 4 6.2 3.7
CWLL 0 0 0 31.2 45.7 31.3
Temperature 0 0 0 0 0 0
Jackup Basic Basic Seismic Rare Rare Rare Rare Quasi

(ULS1) (ULS2) (ULS3) (ULS4) (SLS1) (SLS2) (SLS3) (SLS4) (SLS5)
Design Forces
Hogging Moment (t-m) 120.2355 100.8 92.2 62.2 69.7 63.4 67.3 59.4 35.7
Sagging Moment (t-m) 6.7485 150.7 138.6 94.3 104.0 95.2 100.0 88.5 54.1
Shear Force (t) 103.3095 95.7 86.9 57.1 66.1 59.6 63.9 56.0 32.4
Design for Ultimate Limit State : (Consider ULS1, ULS2, ULS3, ULS4)
Design for Hogging moment :
Design Moment = 120.2 tm

Grade of concrete = 40 Axial tensile strength of 3.03 Mpa
Grade of steel = 500 concrete, fctm =
Clear cover = 40 mm
Overall depth = 1475 mm
Width = 400 mm
Effective depth = 1372.5 mm
Mu/bd^2 = 1.596
pt = 0.386 %
Minimum reinforcement reqd : Maxm. of the following two (Refer 16.5.1.1 of IRC:112)
0.13 %
0.26*fctm/fyk = 0.158 %
2
Reinf reqd = 21.2 cm
Provide 4 nos  + 2 nos  nos 
Provided Ast = 25.92 cm2 Thus OK

Design for Sagging moment :
Design Moment = 150.68 tm

Grade of concrete = 40 Axial tensile strength of 3.03 Mpa
Grade of steel = 500 concrete, fctm =
Clear cover = 40 mm
Width = 400 mm
Effective depth = 1372.5 mm
Mu/bd^2 = 2.000
pt = 0.489 %
Minimum reinforcement reqd : Maxm. of the following two (Refer 16.5.1.1 of IRC:112)
0.13 %
0.26*fctm/fyk = 0.158 %
2
Reinf reqd = 26.8 cm
Provide 4 nos  + 2 nos  + nos 
2
Provided Ast = 29.45 cm Thus OK
Design for Shear :
Design Shear Force = 103.31 t
Shear resistance of the section is smaller of the followings: (Refer 10.3.3.2 of IRC:112)
Vrds = Asw * Z * fywd * cot/ s Eq-1
cw * bw * Z * v1 * fcd /(cot + tan) Eq-2
Provide, 2L 16 mm dia @ 150 mm c/c
Asw = 402.1 mm2

s= 150 mm
Z= 1327.5 mm
fywd = 435 Mpa
q= 45 deg
acw = 1
bw = 400 mm
v1 = 0.6
fcd = 17.84 Mpa
Vrds = 154.8 t Eq-1

Vrds = 284.2 t Eq-2
Shear resistance = 154.8 t OK
2
Minimum Shear reinforcement = 54.64 mm (Refer 10.3.3.5 of IRC:112)
Side Face Reinforcement : [As per clause 16.5.4 IRC-112, 2011]
1 % of web cover area on either face, outside the stirrups subject to a maximum spacing of 200mm.
Required Ast =0.01 *1475*40 = 5.90 cm2
Provide 8 nos  on each face
Provided Ast = 6.28 cm2

Thus OK
Design for Serviceability Limit State :
Design for Hogging moment :

Rare Quasi
Rare (SLS2) Rare (SLS3) Rare (SLS4)
(SLS1) (SLS5)
Moment (t-m) 69.7 63.4 67.3 59.4 35.7
fck (Mpa) = 40 40 40 40 40
fyk (Mpa) = 500 500 500 500 500
Reinf provided (At) (mm2) = 2592 2592 2592 2592 2592
Effective depth (d) (mm) = 1372.5 1372.5 1372.5 1372.5 1372.5
Width (b) (mm) = 400 400 400 400 400
Mu (N-mm) = 7.0E+08 6.3E+08 6.7E+08 5.9E+08 3.6E+08
Modular ratio (m) = 5.88 5.88 5.88 5.88 5.88

Depth of neutral axis from compression face (x) (mm) = 287.6 287.6 287.6 287.6 287.6
Compressive Stress in concrete (Mpa) = 9.49 8.63 9.17 8.09 4.86
Tensile Stress in steel (Mpa) = 210.6 191.6 203.4 179.5 107.9
0.00 0.00 0.00 0.00 0.00
Modular ratio (m) = 11.76 11.76 11.76 11.76 11.76

0.00 0.00 0.00 0.00 0.00
Compressive stress due to Temperature Rise at top (Mpa) = 4.69 4.69 4.69 4.69 4.69
Compressive stress due to Temperature Rise at bottom (Mpa) = 1.77 1.77 1.77 1.77 1.77
Tensile stress due to Temperature Fall at top (Mpa) = 2.84 2.84 2.84 2.84 2.84
Tensile stress due to Temperature Fall at bottom (Mpa) = 2.45 2.45 2.45 2.45 2.45
Final compressive stress in concrete (Mpa) = 9.49 8.63 11.98 12.77 7.20
Final tensile stress in steel (Mpa) = 216.3 196.7 228.9 217.7 127.5
As per cl no: 12.2 of IRC:112

Permissible compressive stress in concrete (Mpa) = 19.2 19.2 19.2 19.2 19.2
Permissible tensile stress in steel (Mpa) = 400 400 400 400 400
OK OK OK OK OK
OK OK OK OK OK
Design for Sagging moment :

Rare Quasi
Rare (SLS2) Rare (SLS3) Rare (SLS4)
(SLS1) (SLS5)
Moment (t-m) 104.0 95.2 100.0 88.5 54.1
fck (Mpa) = 40 40 40 40 40
fyk (Mpa) = 500 500 500 500 500
Reinf provided (At) (mm2) = 2945 2945 2945 2945 2945
Effective depth (d) (mm) = 1372.5 1372.5 1372.5 1372.5 1372.5
Width (b) (mm) = 400 400 400 400 400
Mu (N-mm) = 1.0E+09 9.5E+08 1.0E+09 8.9E+08 5.4E+08
Modular ratio (m) = 5.88 5.88 5.88 5.88 5.88

0.00 0.00 0.00 0.00 0.00
Modular ratio (m) = 11.76 11.76 11.76 11.76 11.76

0.00 0.00 0.00 0.00 0.00
Compressive stress due to Temperature Rise at top (Mpa) = 4.69 4.69 4.69 4.69 4.69
Compressive stress due to Temperature Rise at bottom (Mpa) = 1.77 1.77 1.77 1.77 1.77
Tensile stress due to Temperature Fall at top (Mpa) = 2.84 2.84 2.84 2.84 2.84
Tensile stress due to Temperature Fall at bottom (Mpa) = 2.45 2.45 2.45 2.45 2.45
Final compressive stress in concrete (Mpa) = 13.45 12.31 15.74 16.13 9.34
Final tensile stress in steel (Mpa) = 285.7 261.5 294.6 276.5 165.3

Permissible compressive stress in concrete (Mpa) = 19.2 19.2 19.2 19.2 19.2
Permissible tensile stress in steel (Mpa) = 400 400 400 400 400
OK OK OK OK OK
OK OK OK OK OK
Calculation of Crack Width (As per Cl.12.3.4 of IRC-112) :
Grade of Concrete M 40
Grade of Steel Fe 500
fcm 50
2
Modulus of Elasticity of Concrete, Ecm 3334576 t/m
2
Modulus of Elasticity of Steel, Es 20000000 t/m
Modulur Ratio for Long Term Loading, e 5.998
kt 0.50
2
fct,eff = fctm 302.93 t/m
Permissible Crack Width,Wmax (as per Table 12.1) 0.300 mm
Design for Hogging moment : Quasi (SLS5) Design for Sagging moment : Quasi (SLS5)
Overall Depth, mm 1475 1475

Web thickness, mm 400 400
Clear Cover, mm 40.0 40.0
Effective Depth, mm 1373 1373
Ast provided, cm2 25.9 29.5
Equivalent Bar Diameter, mm 25.0 25.0
Neutral axis from top, mm 387.5 408.6
Concrete stress, t/m2 720.4 933.8
Steel stress, t/m2 12746 16526
he,eff (mm) 256 256
Ac,eff (m2) 0.103 0.103
p,eff 0.025 0.029
sm-cm 0.000382 0.000517
Max CrackSpacing(mm)Sr,max 304.1 283.9
Crack Width, Wk (mm) 0.116 0.147
OK OK
TRANSVERSE ANALYSIS FOR
DECK SLAB
CALCULATION FOR LIVE LOAD DISPERSION
1 1 1 C
4 2 4 S
7 3 7 S
10 4 10 S
13 5 13 S
14 6 14 C
CASE 1 : CLASS 40T BOGGIE
α= 2.6 Load increment = 0.0751 m

b1 = 0.393 m Transverse Spacing = 1.93 m
Longitudinal Spacing = 1.22 m Transverse Dispersion = 1.44 m
Impact Factor = 1.25 c/c of simply supported span= 3 m
Load on each wheel = 12.5 t
First Wheel : Second Wheel :
Actual Actual
Load Load Load
Load Position X a lo beff Dispersion X a lo beff Dispersion
intensity Position intensity
Width (m) Width (m)
1 3.630 0.370 3.000 1.236 1.228 7.068 1 5.560 1.440 3.000 2.340 1.780 4.877
2 3.705 0.295 3.000 1.084 1.084 8.005 2 5.635 1.365 3.000 2.327 1.774 4.894
3 3.780 0.220 3.000 0.923 1.000 8.681 3 5.710 1.290 3.000 2.305 1.762 4.926
4 3.855 0.145 3.000 0.751 1.000 8.681 4 5.785 1.215 3.000 2.272 1.746 4.971
5 3.930 0.070 3.000 0.570 1.000 8.681 5 5.860 1.140 3.000 2.230 1.725 5.032
6 4.006 0.006 3.000 0.408 1.000 8.681 6 5.936 1.064 3.000 2.179 1.699 5.108
7 4.081 0.081 3.000 0.597 1.000 8.681 7 6.011 0.989 3.000 2.117 1.668 5.203
8 4.156 0.156 3.000 0.777 1.000 8.681 8 6.086 0.914 3.000 2.046 1.633 5.316
9 4.231 0.231 3.000 0.947 1.000 8.681 9 6.161 0.839 3.000 1.964 1.592 5.452
10 4.306 0.306 3.000 1.108 1.108 7.837 10 6.236 0.764 3.000 1.873 1.547 5.612
11 4.381 0.381 3.000 1.258 1.239 7.006 11 6.311 0.689 3.000 1.773 1.496 5.801
12 4.456 0.456 3.000 1.399 1.309 6.629 12 6.386 0.614 3.000 1.662 1.441 6.024
13 4.531 0.531 3.000 1.530 1.375 6.313 13 6.461 0.539 3.000 1.542 1.381 6.286
14 4.607 0.607 3.000 1.651 1.436 6.047 14 6.537 0.463 3.000 1.412 1.316 6.597
15 4.682 0.682 3.000 1.763 1.491 5.821 15 6.612 0.388 3.000 1.272 1.246 6.967
16 4.757 0.757 3.000 1.864 1.542 5.629 16 6.687 0.313 3.000 1.122 1.122 7.734
17 4.832 0.832 3.000 1.956 1.588 5.466 17 6.762 0.238 3.000 0.963 1.000 8.681
18 4.907 0.907 3.000 2.038 1.629 5.328 18 6.837 0.163 3.000 0.794 1.000 8.681
19 4.982 0.982 3.000 2.111 1.665 5.213 19 6.912 0.088 3.000 0.615 1.000 8.681
20 5.057 1.057 3.000 2.173 1.697 5.117 20 6.987 0.013 3.000 0.426 1.000 8.681
21 5.132 1.132 3.000 2.226 1.723 5.038 21 7.062 0.062 3.000 0.552 1.000 8.681
22 5.208 1.208 3.000 2.269 1.744 4.976 22 7.138 0.137 3.000 0.734 1.000 8.681
23 5.283 1.283 3.000 2.302 1.761 4.929 23 7.213 0.213 3.000 0.907 1.000 8.681
24 5.358 1.358 3.000 2.325 1.773 4.897 24 7.288 0.288 3.000 1.069 1.069 8.117
25 5.433 1.433 3.000 2.339 1.780 4.878 25 7.363 0.363 3.000 1.222 1.221 7.108
26 5.508 1.492 3.000 2.343 1.781 4.873 26 7.438 0.438 3.000 1.365 1.293 6.715
27 5.583 1.417 3.000 2.337 1.779 4.881 27 7.513 0.513 3.000 1.499 1.359 6.385
28 5.658 1.342 3.000 2.321 1.771 4.902 28 7.588 0.588 3.000 1.622 1.421 6.108
29 5.733 1.267 3.000 2.296 1.758 4.938 29 7.663 0.663 3.000 1.736 1.478 5.873
30 5.808 1.192 3.000 2.261 1.740 4.988 30 7.738 0.738 3.000 1.840 1.530 5.673
31 5.884 1.116 3.000 2.215 1.718 5.053 31 7.814 0.814 3.000 1.935 1.577 5.503
32 5.959 1.041 3.000 2.161 1.690 5.135 32 7.889 0.889 3.000 2.019 1.620 5.360
33 6.034 0.966 3.000 2.096 1.658 5.235 33 7.964 0.964 3.000 2.094 1.657 5.239
34 6.109 0.891 3.000 2.022 1.621 5.356 34 8.039 1.039 3.000 2.159 1.689 5.138
35 6.184 0.816 3.000 1.937 1.579 5.498 35 8.114 1.114 3.000 2.214 1.717 5.056
36 6.259 0.741 3.000 1.844 1.532 5.667 36 8.189 1.189 3.000 2.259 1.740 4.990
37 6.334 0.666 3.000 1.740 1.480 5.866 37 8.264 1.264 3.000 2.295 1.757 4.939
38 6.409 0.591 3.000 1.626 1.423 6.100 38 8.339 1.339 3.000 2.321 1.770 4.903
39 6.485 0.515 3.000 1.503 1.361 6.376 39 8.415 1.415 3.000 2.337 1.778 4.881
40 6.560 0.440 3.000 1.370 1.295 6.703 40 8.490 1.490 3.000 2.343 1.781 4.873
41 6.635 0.365 3.000 1.227 1.224 7.095 41 8.565 1.435 3.000 2.339 1.780 4.878
42 6.710 0.290 3.000 1.074 1.074 8.080 42 8.640 1.360 3.000 2.326 1.773 4.896
43 6.785 0.215 3.000 0.912 1.000 8.681 43 8.715 1.285 3.000 2.303 1.761 4.928
44 6.860 0.140 3.000 0.740 1.000 8.681 44 8.790 1.210 3.000 2.270 1.745 4.974
45 6.935 0.065 3.000 0.558 1.000 8.681 45 8.865 1.135 3.000 2.227 1.724 5.036
46 7.010 0.010 3.000 0.420 1.000 8.681 46 8.940 1.060 3.000 2.175 1.697 5.114
47 7.085 0.085 3.000 0.609 1.000 8.681 47 9.015 0.985 3.000 2.113 1.666 5.209
48 7.161 0.161 3.000 0.788 1.000 8.681 48 9.091 0.909 3.000 2.041 1.630 5.324
49 7.236 0.236 3.000 0.958 1.000 8.681 49 9.166 0.834 3.000 1.959 1.589 5.461
50 7.311 0.311 3.000 1.117 1.117 7.768 50 9.241 0.759 3.000 1.867 1.544 5.623
51 7.386 0.386 3.000 1.267 1.244 6.980 51 9.316 0.684 3.000 1.766 1.493 5.814
52 7.461 0.461 3.000 1.408 1.314 6.607 52 9.391 0.609 3.000 1.655 1.437 6.039
53 7.536 0.536 3.000 1.538 1.379 6.295 53 9.466 0.534 3.000 1.534 1.377 6.304
54 7.611 0.611 3.000 1.659 1.439 6.031 54 9.541 0.459 3.000 1.403 1.312 6.618
55 7.686 0.686 3.000 1.769 1.495 5.808 55 9.616 0.384 3.000 1.263 1.241 6.993
56 7.762 0.762 3.000 1.870 1.545 5.618 56 9.692 0.308 3.000 1.113 1.113 7.803
57 7.837 0.837 3.000 1.962 1.591 5.457 57 9.767 0.233 3.000 0.952 1.000 8.681
58 7.912 0.912 3.000 2.043 1.632 5.320 58 9.842 0.158 3.000 0.783 1.000 8.681
59 7.987 0.987 3.000 2.115 1.667 5.206 59 9.917 0.083 3.000 0.603 1.000 8.681
60 8.062 1.062 3.000 2.177 1.698 5.111 60 9.992 0.008 3.000 0.414 1.000 8.681
61 8.137 1.137 3.000 2.229 1.724 5.034 61 10.067 0.067 3.000 0.564 1.000 8.681
62 8.212 1.212 3.000 2.271 1.746 4.973 62 10.142 0.142 3.000 0.745 1.000 8.681
63 8.287 1.287 3.000 2.304 1.762 4.927 63 10.217 0.217 3.000 0.917 1.000 8.681
64 8.362 1.362 3.000 2.327 1.773 4.895 64 10.293 0.292 3.000 1.079 1.079 8.042
65 8.438 1.438 3.000 2.340 1.780 4.877 65 10.368 0.368 3.000 1.232 1.226 7.081
66 8.513 1.487 3.000 2.343 1.781 4.873 66 10.443 0.443 3.000 1.374 1.297 6.692
67 8.588 1.412 3.000 2.336 1.778 4.882 67 10.518 0.518 3.000 1.507 1.364 6.366
68 8.663 1.337 3.000 2.320 1.770 4.904 68 10.593 0.593 3.000 1.630 1.425 6.092
69 8.738 1.262 3.000 2.294 1.757 4.941 69 10.668 0.668 3.000 1.743 1.482 5.859
70 8.813 1.187 3.000 2.258 1.739 4.992 70 10.743 0.743 3.000 1.847 1.533 5.661
71 8.888 1.112 3.000 2.212 1.716 5.058 71 10.818 0.818 3.000 1.940 1.580 5.494
72 8.963 1.037 3.000 2.157 1.688 5.141 72 10.893 0.893 3.000 2.024 1.622 5.352
73 9.039 0.961 3.000 2.092 1.656 5.242 73 10.969 0.969 3.000 2.098 1.659 5.232
74 9.114 0.886 3.000 2.017 1.618 5.364 74 11.044 1.044 3.000 2.163 1.691 5.133
75 9.189 0.811 3.000 1.932 1.576 5.508 75 11.119 1.119 3.000 2.217 1.719 5.051
76 9.264 0.736 3.000 1.837 1.529 5.679 76 11.194 1.194 3.000 2.262 1.741 4.986
77 9.339 0.661 3.000 1.733 1.476 5.879 77 11.269 1.269 3.000 2.297 1.758 4.937
78 9.414 0.586 3.000 1.619 1.419 6.116 78 11.344 1.344 3.000 2.322 1.771 4.902
79 9.489 0.511 3.000 1.495 1.357 6.395 79 11.419 1.419 3.000 2.337 1.779 4.880
80 9.564 0.436 3.000 1.361 1.291 6.726 80 11.494 1.494 3.000 2.343 1.781 4.873
81 9.640 0.360 3.000 1.218 1.218 7.129 81 11.570 1.430 3.000 2.339 1.779 4.878
82 9.715 0.285 3.000 1.064 1.064 8.156 82 11.645 1.355 3.000 2.325 1.772 4.898
83 9.790 0.210 3.000 0.901 1.000 8.681 83 11.720 1.280 3.000 2.301 1.761 4.931
84 9.865 0.135 3.000 0.728 1.000 8.681 84 11.795 1.205 3.000 2.268 1.744 4.978
85 9.940 0.060 3.000 0.546 1.000 8.681 85 11.870 1.130 3.000 2.224 1.722 5.040
DESIGN OF DECK
Grade of concrete = 40
Grade of steel = 500
Clear cover = 40 mm
Width = 1000 mm
Effective depth = 177 mm
Design for Span Moment :
ULS CHECK : LC:1001 TO 1170

Total factored design moment = 5.031 t-m (From STAAD)
Mu/bd^2 = 1.606
pt = 0.388 %
2
Reinf reqd = 6.9 cm
Provide, 12mm @ 250 + 12mm @ 250 (Bottom)
2
Reinf provided = 9.0 cm
SLS CHECK : (WITH WIND & WITHOUT TEMPERATURE) LC:3001 TO 3170
Maximum moment (M) = 3.324 tm/m (From STAAD)

Corresponding torsional moment (T) = 0.0 tm
Net Bending moment = 3.32 tm
fck = 40 Mpa
fyk = 500 Mpa
2
Reinf provided (At) = 904.8 mm
Effective depth (d) = 179 mm
Width (b) = 1000 mm
Mu = 3.3E+07 N-mm
There are 3 unknowns: m = modular ratio = 6.06
Depth of neutral axis from top = x
Stress in top concrete = c
Stress in bottom steel = t
Compressive force = Fc = 0.5*c*x*b = Tensile force = Ft = t*At EQ-1

c / x = (t/m) / (d-x) EQ-2
Mu = =0.5*c*x*b*(d-x/3) EQ-3

Permissible compressive stress in concrete = 19.2 Mpa
Permissible tensile stress in steel = 400 Mpa
Assume x = 39.2 mm
c= 10.23 Mpa OK
t= 221 Mpa OK
Fc - Ft = 0.00
If we consider modular ratio (m) = 12.12
Assume x = 52.6 mm
c= 7.82 Mpa OK
t= 228 Mpa OK
Fc - Ft = 0.00
SLS CHECK : (WITHOUT WIND & WITH TEMPERATURE ACCOMPANYING) LC:2001 TO 2085
Maximum Eigen Compressive Stress .for Tempearture 4.52 Mpa

Maximum Eigen Tensile Stress for Tempearture 2.906 Mpa
Load Factor For Tempearture 0.6

fck = 40 Mpa
fyk = 500 Mpa
2
Width (b) = 1000 mm
Mu = 3.3E+07 N-mm

c / x = (t/m) / (d-x) EQ-2
Mu = =0.5*c*x*b*(d-x/3) EQ-3

Assume x = 39.2 mm
c= 10.06 Mpa
t= 218 Mpa
Fc - Ft = 0.00
Assume x = 52.6 mm
c= 7.69 Mpa
t= 224 Mpa
Fc - Ft = 0.00
Maximum Compressive Stress in Concrete 12.77 Mpa OK

Maximum Tensile Stress in Steel 244.9 Mpa OK
SLS CHECK : (WITHOUT WIND & WITH TEMPERATURE LEADING) LC:2086 TO 2170


fck = 40 Mpa
fyk = 500 Mpa
2
Width (b) = 1000 mm
Mu = 3.2E+07 N-mm

c / x = (t/m) / (d-x) EQ-2
Mu = =0.5*c*x*b*(d-x/3) EQ-3

Assume x = 39.2 mm
c= 9.93 Mpa
t= 215 Mpa
Fc - Ft = 0.00
Assume x = 52.6 mm
c= 7.59 Mpa
t= 221 Mpa
Fc - Ft = 0.00

Design for Support Moment :
ULS CHECK : LC:1001 TO 1170

Total factored design moment = 4.559 t-m (From STAAD)
Mu/bd^2 = 1.455
pt = 0.35 %
2
Reinf reqd = 6.2 cm
Provide, 12mm @ 250 + 12mm @ 250 (Top)
2
SLS CHECK : (WITH WIND & WITHOUT TEMPERATURE) LC:3001 TO 3170

fck = 40 Mpa
fyk = 500 Mpa
2
Width (b) = 1000 mm
Mu = 3.0E+07 N-mm

c / x = (t/m) / (d-x) EQ-2
Mu = =0.5*c*x*b*(d-x/3) EQ-3

Assume x = 39.2 mm
c= 9.34 Mpa OK
t= 202 Mpa OK
Fc - Ft = 0.00
Assume x = 52.6 mm
c= 7.14 Mpa OK
t= 208 Mpa OK
Fc - Ft = 0.00
SLS CHECK : (WITHOUT WIND & WITH TEMPERATURE ACCOMPANYING) LC:2001 TO 2085


fck = 40 Mpa
fyk = 500 Mpa
2
Width (b) = 1000 mm
Mu = 3.0E+07 N-mm

c / x = (t/m) / (d-x) EQ-2
Mu = =0.5*c*x*b*(d-x/3) EQ-3

Assume x = 39.2 mm
c= 9.12 Mpa
t= 197 Mpa
Fc - Ft = 0.00
Assume x = 52.6 mm
c= 6.97 Mpa
t= 203 Mpa
Fc - Ft = 0.00

SLS CHECK : (WITHOUT WIND & WITH TEMPERATURE LEADING) LC:2086 TO 2170


fck = 40 Mpa
fyk = 500 Mpa
2
Width (b) = 1000 mm
Mu = 2.6E+07 N-mm

c / x = (t/m) / (d-x) EQ-2
Mu = =0.5*c*x*b*(d-x/3) EQ-3

Assume x = 39.2 mm
c= 8.10 Mpa
t= 175 Mpa
Fc - Ft = 0.00
Assume x = 52.6 mm
c= 6.19 Mpa
t= 180 Mpa
Fc - Ft = 0.00

Distribution reinforcement (As per Clause 16.6.1 IRC-112,2011)
Reinforcement required = 20 % of main reinforcement

2
= 1.37 cm
Provide, 10mm @ 200 + 0mm @ 200
2
DESIGN OF DECK SLAB BEYOND DIAPHRAGM
20 t
0.350 m
0.550 m
0.86 m 0.81 m
0.263 m
Cantilever slab projection beyond diaphragm has been checked for 40t boggie load,for the wheel placing
as shown as above.
(1) Live Load Moment :
Effective width at support = 1.2a+b , where, a= (0.55-0.263/2) = 0.419m
= 1.2*0.4185+0.922 b= (0.81+0.056*2) = 0.922m
= 1.424m ,Overlap will not occur

10 t 1.93 m 10 t
Net effective width = 1.424 m
SPAN= 0.550m
Impact facor = 1.500 1.424 m 1.424 m

(As per Clause 208 IRC-6,2010)
Load intensity = (10*1 500)/1 4242=

(10*1.500)/1.4242= 10 53 t/m
10.53
Moment at the face of cantilever due to Live Load = 10.53*(0.55-0.263/2)

= 4.41 t-m/m
Factored moment = (4.41 * 1.5) = 6.61 t-m/m
(2) Moment at the face of cantilever due to Dead Load = 0.35*2.5*0.55*0.55/2

= 0.132 t-m/m
(3) Moment at the face of cantilever due to wearing coat = 0.2*0.55*0.55/2

= 0.030 t-m/m
Load factor for Dead Load = 1.35 (Refer Table : 3.2 of IRC:6-2010)
Load factor for SIDL other than surfacing = 1.35
Load factor for surfacing = 1.75
Load factor for Live Load = 1.50
Total Moment applied at the face of the cantilever= (6.612+0.179+0.053)

= 6.843 t-m/m
Grade of concrete = 40
Grade of steel = 500
Clear cover = 40 mm
Width = 1000 mm
Effective depth = 304 mm
Mu/bd^2 = 0.740
pt = 0.176 %
2
Reinf reqd = 5.4 cm
Provide, 12mm @ 200 + 12mm @ 200 (Top)
2
Distribution reinforcement (As per Clause 16.6.1 IRC-112,2011)
Reinforcement required = 20 % of main reinforcement

2
= 1.07 cm
Provide, 10mm @ 200 + 0mm @ 200
2
Design For Serviceability Limit State :
Load factor for Dead Load = 1.00 (Refer Table : 3.3 of IRC:6-2010)
Load factor for SIDL other than surfacing = 1.00
Load factor for surfacing = 1.00
Load factor for Live Load = 1.00
Design Live Load moment = 4.41 tm/m

Design Dead Load moment = 0.13 tm/m
Design wearing coat Load moment = 0.03 tm/m
Maximum moment (M) = 4.57 tm/m

fck = 40 Mpa
fyk = 500 Mpa
2
Width (b) = 1000 mm
Mu = 4.57E+07 N-mm

c / x = (t/m) / (d-x) EQ-2
Mu = =0.5*c*x*b*(d-x/3) EQ-3

Assume x = 58.1 mm
c= 5.53 Mpa OK
t= 142 Mpa OK
Fc - Ft = 0.00
If we consider, modular ratio (m) = 12.12
Assume x = 78.6 mm
c= 4.19 Mpa OK
t= 145 Mpa OK
Fc - Ft = 0.00
STAAD INPUT FOR TRANSVERSE ANALYSIS OF DECK
STAAD SPACE
ENGINEER DATE 21-May-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER MTON
JOINT COORDINATES
1 0 0 0; 2 14 0 0; 3 1 0 0; 4 13 0 0; 5 4 0 0; 6 7 0 0; 7 10 0 0; 8 0.85 0 0;
9 1.15 0 0; 10 3.85 0 0; 11 4.15 0 0; 12 6.85 0 0; 13 7.15 0 0; 14 9.85 0 0;
15 10.15 0 0; 16 12.85 0 0; 17 13.15 0 0;
MEMBER INCIDENCES
1 1 8; 2 3 9; 3 4 17; 4 5 11; 5 6 13; 6 7 15; 7 8 3; 8 9 10; 9 10 5; 10 11 12;
11 12 6; 12 13 14; 13 14 7; 14 15 16; 15 16 4; 16 17 2;
ISOTROPIC MATERIAL1
E 3.15e+006
POISSON 0.17
DENSITY 2.5
ALPHA 1e-005
DAMP 0.05
ISOTROPIC MATERIAL2
E 3.15e+006
POISSON 0.17
DENSITY 0.001
ALPHA 1e-005
DAMP 0.05
END DEFINE MATERIAL
1 TO 16 PRIS YD 0.225 ZD 1
CONSTANTS
MATERIAL MATERIAL1 ALL
SUPPORTS
3 TO 7 PINNED
******* 40TB (LEFT C/WAY)
LOAD 1
MEMBER LOAD
10 UNI GY -7.068 0 0.2
4 UNI GY -7.068 0 0.15
9 UNI GY -7.068 0 0.15
8 UNI GY -7.068 1.76 2.7
10 UNI GY -4.877 0.69 2.13
LOAD 2
MEMBER LOAD
10 UNI GY -8.005 0 0.275
4 UNI GY -8.005 0 0.15
9 UNI GY -8.005 0 0.15
8 UNI GY -8.005 1.835 2.7
10 UNI GY -4.894 0.765 2.205
LOAD 3
MEMBER LOAD
10 UNI GY -8.681 0 0.35
4 UNI GY -8.681 0 0.15
9 UNI GY -8.681 0 0.15
8 UNI GY -8.681 1.91 2.7
10 UNI GY -4.926 0.84 2.28
LOAD 4
MEMBER LOAD
10 UNI GY -8.681 0 0.425
4 UNI GY -8.681 0 0.15
9 UNI GY -8.681 0 0.15
8 UNI GY -8.681 1.985 2.7
10 UNI GY -4.971 0.915 2.355
LOAD 5
MEMBER LOAD
10 UNI GY -8.681 0 0.5
4 UNI GY -8.681 0 0.15
9 UNI GY -8.681 0 0.15
8 UNI GY -8.681 2.06 2.7
10 UNI GY -5.032 0.99 2.43
LOAD 6
MEMBER LOAD
10 UNI GY -8.681 0 0.576
4 UNI GY -8.681 0 0.15
9 UNI GY -8.681 0 0.15
8 UNI GY -8.681 2.136 2.7
10 UNI GY -5.108 1.066 2.506
LOAD 7
MEMBER LOAD
10 UNI GY -8.681 0 0.651
4 UNI GY -8.681 0 0.15
9 UNI GY -8.681 0 0.15
8 UNI GY -8.681 2.211 2.7
10 UNI GY -5.203 1.141 2.581
LOAD 8
MEMBER LOAD
10 UNI GY -8.681 0 0.726
4 UNI GY -8.681 0 0.15
9 UNI GY -8.681 0 0.15
8 UNI GY -8.681 2.286 2.7
10 UNI GY -5.316 1.216 2.656
LOAD 9
MEMBER LOAD
10 UNI GY -8.681 0 0.801
4 UNI GY -8.681 0 0.15
9 UNI GY -8.681 0 0.15
8 UNI GY -8.681 2.361 2.7
11 UNI GY -5.452 0 0.0310001
10 UNI GY -5.452 1.291 2.7
LOAD 10
MEMBER LOAD
10 UNI GY -7.837 0 0.876
4 UNI GY -7.837 0 0.15
9 UNI GY -7.837 0 0.15
8 UNI GY -7.837 2.436 2.7
11 UNI GY -5.612 0 0.106
10 UNI GY -5.612 1.366 2.7
LOAD 11
MEMBER LOAD
10 UNI GY -7.006 0 0.951
4 UNI GY -7.006 0 0.15
9 UNI GY -7.006 0 0.15
8 UNI GY -7.006 2.511 2.7
5 UNI GY -5.801 0 0.0310001
11 UNI GY -5.801 0 0.15
10 UNI GY -5.801 1.441 2.7
LOAD 12
MEMBER LOAD
10 UNI GY -6.629 0 1.026
4 UNI GY -6.629 0 0.15
9 UNI GY -6.629 0 0.15
8 UNI GY -6.629 2.586 2.7
5 UNI GY -6.024 0 0.106
11 UNI GY -6.024 0 0.15
10 UNI GY -6.024 1.516 2.7
LOAD 13
MEMBER LOAD
10 UNI GY -6.313 0 1.101
4 UNI GY -6.313 0 0.15
9 UNI GY -6.313 0 0.15
8 UNI GY -6.313 2.661 2.7
12 UNI GY -6.286 0 0.0309999
5 UNI GY -6.286 0 0.15
11 UNI GY -6.286 0 0.15
10 UNI GY -6.286 1.591 2.7
LOAD 14
MEMBER LOAD
10 UNI GY -6.047 0 1.177
4 UNI GY -6.047 0 0.15
9 UNI GY -6.047 0.0370002 0.15
12 UNI GY -6.597 0 0.107
5 UNI GY -6.597 0 0.15
11 UNI GY -6.597 0 0.15
10 UNI GY -6.597 1.667 2.7
LOAD 15
MEMBER LOAD
10 UNI GY -5.821 0 1.252
4 UNI GY -5.821 0 0.15
9 UNI GY -5.821 0.112 0.15
12 UNI GY -6.967 0 0.182
5 UNI GY -6.967 0 0.15
11 UNI GY -6.967 0 0.15
10 UNI GY -6.967 1.742 2.7
LOAD 16
MEMBER LOAD
10 UNI GY -5.629 0 1.327
4 UNI GY -5.629 0.0370002 0.15
12 UNI GY -7.734 0 0.257
5 UNI GY -7.734 0 0.15
11 UNI GY -7.734 0 0.15
10 UNI GY -7.734 1.817 2.7
LOAD 17
MEMBER LOAD
10 UNI GY -5.466 0 1.402
4 UNI GY -5.466 0.112 0.15
12 UNI GY -8.681 0 0.332
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 1.892 2.7
LOAD 18
MEMBER LOAD
10 UNI GY -5.328 0.0369999 1.477
12 UNI GY -8.681 0 0.407
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 1.967 2.7
LOAD 19
MEMBER LOAD
10 UNI GY -5.213 0.112 1.552
12 UNI GY -8.681 0 0.482
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.042 2.7
LOAD 20
MEMBER LOAD
10 UNI GY -5.117 0.187 1.627
12 UNI GY -8.681 0 0.557
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.117 2.7
LOAD 21
MEMBER LOAD
10 UNI GY -5.038 0.262 1.702
12 UNI GY -8.681 0 0.632
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.192 2.7
LOAD 22
MEMBER LOAD
10 UNI GY -4.976 0.338 1.778
12 UNI GY -8.681 0 0.708
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.268 2.7
LOAD 23
MEMBER LOAD
10 UNI GY -4.929 0.413 1.853
12 UNI GY -8.681 0 0.783
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.343 2.7
LOAD 24
MEMBER LOAD
10 UNI GY -4.897 0.488 1.928
12 UNI GY -8.117 0 0.858
5 UNI GY -8.117 0 0.15
11 UNI GY -8.117 0 0.15
10 UNI GY -8.117 2.418 2.7
LOAD 25
MEMBER LOAD
10 UNI GY -4.878 0.563 2.003
12 UNI GY -7.108 0 0.933
5 UNI GY -7.108 0 0.15
11 UNI GY -7.108 0 0.15
10 UNI GY -7.108 2.493 2.7
LOAD 26
MEMBER LOAD
10 UNI GY -4.873 0.638 2.078
12 UNI GY -6.715 0 1.008
5 UNI GY -6.715 0 0.15
11 UNI GY -6.715 0 0.15
10 UNI GY -6.715 2.568 2.7
LOAD 27
MEMBER LOAD
10 UNI GY -4.881 0.713 2.153
12 UNI GY -6.385 0 1.083
5 UNI GY -6.385 0 0.15
11 UNI GY -6.385 0 0.15
10 UNI GY -6.385 2.643 2.7
LOAD 28
MEMBER LOAD
10 UNI GY -4.902 0.788 2.228
12 UNI GY -6.108 0 1.158
5 UNI GY -6.108 0 0.15
11 UNI GY -6.108 0.0180001 0.15
LOAD 29
MEMBER LOAD
10 UNI GY -4.938 0.863 2.303
12 UNI GY -5.873 0 1.233
5 UNI GY -5.873 0 0.15
11 UNI GY -5.873 0.0930002 0.15
LOAD 30
MEMBER LOAD
10 UNI GY -4.988 0.938 2.378
12 UNI GY -5.673 0 1.308
5 UNI GY -5.673 0.0180001 0.15
LOAD 31
MEMBER LOAD
10 UNI GY -5.053 1.014 2.454
12 UNI GY -5.503 0 1.384
5 UNI GY -5.503 0.0939999 0.15
LOAD 32
MEMBER LOAD
10 UNI GY -5.135 1.089 2.529
12 UNI GY -5.36 0.0189999 1.459
LOAD 33
MEMBER LOAD
10 UNI GY -5.235 1.164 2.604
12 UNI GY -5.239 0.0939999 1.534
LOAD 34
MEMBER LOAD
10 UNI GY -5.356 1.239 2.679
12 UNI GY -5.138 0.169 1.609
LOAD 35
MEMBER LOAD
11 UNI GY -5.498 0 0.0540001
10 UNI GY -5.498 1.314 2.7
12 UNI GY -5.056 0.244 1.684
LOAD 36
MEMBER LOAD
11 UNI GY -5.667 0 0.129
10 UNI GY -5.667 1.389 2.7
12 UNI GY -4.99 0.319 1.759
LOAD 37
MEMBER LOAD
5 UNI GY -5.866 0 0.0539999
11 UNI GY -5.866 0 0.15
10 UNI GY -5.866 1.464 2.7
12 UNI GY -4.939 0.394 1.834
LOAD 38
MEMBER LOAD
5 UNI GY -6.1 0 0.129
11 UNI GY -6.1 0 0.15
10 UNI GY -6.1 1.539 2.7
12 UNI GY -4.903 0.469 1.909
LOAD 39
MEMBER LOAD
12 UNI GY -6.376 0 0.0549999
5 UNI GY -6.376 0 0.15
11 UNI GY -6.376 0 0.15
10 UNI GY -6.376 1.615 2.7
12 UNI GY -4.881 0.545 1.985
LOAD 40
MEMBER LOAD
12 UNI GY -6.703 0 0.13
5 UNI GY -6.703 0 0.15
11 UNI GY -6.703 0 0.15
10 UNI GY -6.703 1.69 2.7
12 UNI GY -4.873 0.62 2.06
LOAD 41
MEMBER LOAD
12 UNI GY -7.095 0 0.205
5 UNI GY -7.095 0 0.15
11 UNI GY -7.095 0 0.15
10 UNI GY -7.095 1.765 2.7
12 UNI GY -4.878 0.695 2.135
LOAD 42
MEMBER LOAD
12 UNI GY -8.08 0 0.28
5 UNI GY -8.08 0 0.15
11 UNI GY -8.08 0 0.15
10 UNI GY -8.08 1.84 2.7
12 UNI GY -4.896 0.77 2.21
LOAD 43
MEMBER LOAD
12 UNI GY -8.681 0 0.355
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 1.915 2.7
12 UNI GY -4.928 0.845 2.285
LOAD 44
MEMBER LOAD
12 UNI GY -8.681 0 0.43
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 1.99 2.7
12 UNI GY -4.974 0.92 2.36
LOAD 45
MEMBER LOAD
12 UNI GY -8.681 0 0.505
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.065 2.7
12 UNI GY -5.036 0.995 2.435
LOAD 46
MEMBER LOAD
12 UNI GY -8.681 0 0.58
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.14 2.7
12 UNI GY -5.114 1.07 2.51
LOAD 47
MEMBER LOAD
12 UNI GY -8.681 0 0.655
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.215 2.7
12 UNI GY -5.209 1.145 2.585
LOAD 48
MEMBER LOAD
12 UNI GY -8.681 0 0.731
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.291 2.7
12 UNI GY -5.324 1.221 2.661
LOAD 49
MEMBER LOAD
12 UNI GY -8.681 0 0.806
5 UNI GY -8.681 0 0.15
11 UNI GY -8.681 0 0.15
10 UNI GY -8.681 2.366 2.7
13 UNI GY -5.461 0 0.0359995
12 UNI GY -5.461 1.296 2.7
LOAD 50
MEMBER LOAD
12 UNI GY -7.768 0 0.881
5 UNI GY -7.768 0 0.15
11 UNI GY -7.768 0 0.15
10 UNI GY -7.768 2.441 2.7
13 UNI GY -5.623 0 0.111
12 UNI GY -5.623 1.371 2.7
LOAD 51
MEMBER LOAD
12 UNI GY -6.98 0 0.956
5 UNI GY -6.98 0 0.15
11 UNI GY -6.98 0 0.15
10 UNI GY -6.98 2.516 2.7
6 UNI GY -5.814 0 0.0360003
13 UNI GY -5.814 0 0.15
12 UNI GY -5.814 1.446 2.7
LOAD 52
MEMBER LOAD
12 UNI GY -6.607 0 1.031
5 UNI GY -6.607 0 0.15
11 UNI GY -6.607 0 0.15
10 UNI GY -6.607 2.591 2.7
6 UNI GY -6.039 0 0.111
13 UNI GY -6.039 0 0.15
12 UNI GY -6.039 1.521 2.7
LOAD 53
MEMBER LOAD
12 UNI GY -6.295 0 1.106
5 UNI GY -6.295 0 0.15
11 UNI GY -6.295 0 0.15
10 UNI GY -6.295 2.666 2.7
14 UNI GY -6.304 0 0.0360004
6 UNI GY -6.304 0 0.15
13 UNI GY -6.304 0 0.15
12 UNI GY -6.304 1.596 2.7
LOAD 54
MEMBER LOAD
12 UNI GY -6.031 0 1.181
5 UNI GY -6.031 0 0.15
11 UNI GY -6.031 0.0410001 0.15
14 UNI GY -6.618 0 0.111
6 UNI GY -6.618 0 0.15
13 UNI GY -6.618 0 0.15
12 UNI GY -6.618 1.671 2.7
LOAD 55
MEMBER LOAD
12 UNI GY -5.808 0 1.256
5 UNI GY -5.808 0 0.15
11 UNI GY -5.808 0.116 0.15
14 UNI GY -6.993 0 0.186
6 UNI GY -6.993 0 0.15
13 UNI GY -6.993 0 0.15
12 UNI GY -6.993 1.746 2.7
LOAD 56
MEMBER LOAD
12 UNI GY -5.618 0 1.332
5 UNI GY -5.618 0.0419998 0.15
14 UNI GY -7.803 0 0.262
6 UNI GY -7.803 0 0.15
13 UNI GY -7.803 0 0.15
12 UNI GY -7.803 1.822 2.7
LOAD 57
MEMBER LOAD
12 UNI GY -5.457 0 1.407
5 UNI GY -5.457 0.117 0.15
14 UNI GY -8.681 0 0.337
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 1.897 2.7
LOAD 58
MEMBER LOAD
12 UNI GY -5.32 0.0419999 1.482
14 UNI GY -8.681 0 0.412
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 1.972 2.7
LOAD 59
MEMBER LOAD
12 UNI GY -5.206 0.117 1.557
14 UNI GY -8.681 0 0.487
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 2.047 2.7
LOAD 60
MEMBER LOAD
12 UNI GY -5.111 0.192 1.632
14 UNI GY -8.681 0 0.562
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 2.122 2.7
LOAD 61
MEMBER LOAD
12 UNI GY -5.034 0.267 1.707
14 UNI GY -8.681 0 0.637
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 2.197 2.7
LOAD 62
MEMBER LOAD
12 UNI GY -4.973 0.342 1.782
14 UNI GY -8.681 0 0.712
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 2.272 2.7
LOAD 63
MEMBER LOAD
12 UNI GY -4.927 0.417 1.857
14 UNI GY -8.681 0 0.787
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 2.347 2.7
LOAD 64
MEMBER LOAD
12 UNI GY -4.895 0.492 1.932
14 UNI GY -8.042 0 0.863
6 UNI GY -8.042 0 0.15
13 UNI GY -8.042 0 0.15
12 UNI GY -8.042 2.422 2.7
LOAD 65
MEMBER LOAD
12 UNI GY -4.877 0.568 2.008
14 UNI GY -7.081 0 0.938
6 UNI GY -7.081 0 0.15
13 UNI GY -7.081 0 0.15
12 UNI GY -7.081 2.498 2.7
LOAD 66
MEMBER LOAD
12 UNI GY -4.873 0.643 2.083
14 UNI GY -6.692 0 1.013
6 UNI GY -6.692 0 0.15
13 UNI GY -6.692 0 0.15
12 UNI GY -6.692 2.573 2.7
LOAD 67
MEMBER LOAD
12 UNI GY -4.882 0.718 2.158
14 UNI GY -6.366 0 1.088
6 UNI GY -6.366 0 0.15
13 UNI GY -6.366 0 0.15
12 UNI GY -6.366 2.648 2.7
LOAD 68
MEMBER LOAD
12 UNI GY -4.904 0.793 2.233
14 UNI GY -6.092 0 1.163
6 UNI GY -6.092 0 0.15
13 UNI GY -6.092 0.0229995 0.15
LOAD 69
MEMBER LOAD
12 UNI GY -4.941 0.868 2.308
14 UNI GY -5.859 0 1.238
6 UNI GY -5.859 0 0.15
13 UNI GY -5.859 0.0979996 0.15
LOAD 70
MEMBER LOAD
12 UNI GY -4.992 0.943 2.383
14 UNI GY -5.661 0 1.313
6 UNI GY -5.661 0.0229998 0.15
LOAD 71
MEMBER LOAD
12 UNI GY -5.058 1.018 2.458
14 UNI GY -5.494 0 1.388
6 UNI GY -5.494 0.0979996 0.15
LOAD 72
MEMBER LOAD
12 UNI GY -5.141 1.093 2.533
14 UNI GY -5.352 0.0230004 1.463
LOAD 73
MEMBER LOAD
12 UNI GY -5.242 1.169 2.609
14 UNI GY -5.232 0.0990004 1.539
LOAD 74
MEMBER LOAD
12 UNI GY -5.364 1.244 2.684
14 UNI GY -5.133 0.174 1.614
LOAD 75
MEMBER LOAD
13 UNI GY -5.508 0 0.0589995
12 UNI GY -5.508 1.319 2.7
14 UNI GY -5.051 0.249 1.689
LOAD 76
MEMBER LOAD
13 UNI GY -5.679 0 0.134
12 UNI GY -5.679 1.394 2.7
14 UNI GY -4.986 0.324 1.764
LOAD 77
MEMBER LOAD
6 UNI GY -5.879 0 0.059
13 UNI GY -5.879 0 0.15
12 UNI GY -5.879 1.469 2.7
14 UNI GY -4.937 0.399 1.839
LOAD 78
MEMBER LOAD
6 UNI GY -6.116 0 0.134
13 UNI GY -6.116 0 0.15
12 UNI GY -6.116 1.544 2.7
14 UNI GY -4.902 0.474 1.914
LOAD 79
MEMBER LOAD
14 UNI GY -6.395 0 0.0590004
6 UNI GY -6.395 0 0.15
13 UNI GY -6.395 0 0.15
12 UNI GY -6.395 1.619 2.7
14 UNI GY -4.88 0.549 1.989
LOAD 80
MEMBER LOAD
14 UNI GY -6.726 0 0.134
6 UNI GY -6.726 0 0.15
13 UNI GY -6.726 0 0.15
12 UNI GY -6.726 1.694 2.7
14 UNI GY -4.873 0.624 2.064
LOAD 81
MEMBER LOAD
14 UNI GY -7.129 0 0.21
6 UNI GY -7.129 0 0.15
13 UNI GY -7.129 0 0.15
12 UNI GY -7.129 1.77 2.7
14 UNI GY -4.878 0.7 2.14
LOAD 82
MEMBER LOAD
14 UNI GY -8.156 0 0.285
6 UNI GY -8.156 0 0.15
13 UNI GY -8.156 0 0.15
12 UNI GY -8.156 1.845 2.7
14 UNI GY -4.898 0.775 2.215
LOAD 83
MEMBER LOAD
14 UNI GY -8.681 0 0.36
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 1.92 2.7
14 UNI GY -4.931 0.85 2.29
LOAD 84
MEMBER LOAD
14 UNI GY -8.681 0 0.435
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 1.995 2.7
14 UNI GY -4.978 0.925 2.365
LOAD 85
MEMBER LOAD
14 UNI GY -8.681 0 0.51
6 UNI GY -8.681 0 0.15
13 UNI GY -8.681 0 0.15
12 UNI GY -8.681 2.07 2.7
14 UNI GY -5.04 1 2.44
LOAD 101
SELFWEIGHT Y -1
MEMBER LOAD
1 CON GY -1 0.25
16 CON GY -1 0.6
7 UNI GY -1.125 0 0.15
1 UNI GY -1.125 0.5 0.85
8 UNI GY -1.125 0 0.85
2 UNI GY -1.125 0 0.15
****************************** CRASH BARRIER @ 1.0 T/M
LOAD 102
MEMBER LOAD
9 UNI GY -0.2 0 0.15
8 UNI GY -0.2 0.85 2.7
16 UNI GY -0.2 0 0.35
3 UNI GY -0.2 0 0.15
15 UNI GY -0.2 0 0.150001
14 UNI GY -0.2 0 2.7
6 UNI GY -0.2 0 0.15
13 UNI GY -0.2 0 0.15
12 UNI GY -0.2 0 2.7
5 UNI GY -0.2 0 0.15
11 UNI GY -0.2 0 0.15
10 UNI GY -0.2 0 2.7
4 UNI GY -0.2 0 0.15
******************************* WEARING COAT
******************************* wearing coat 0.2t/m2
LOAD 103
MEMBER LOAD
7 UNI GY -0.433 0 0.15
1 UNI GY -0.433 0.5 0.85
8 UNI GY -0.433 0 0.85
2 UNI GY -0.433 0 0.15
******************************* FPLL
******************************* FPLL 0.433t/m2
LOAD 104
MEMBER LOAD
1 TO 16 UNI GY -0.2
******************* ULS COMBINATION **************
**************************************************
*LOAD COMBINATION 1001
*1 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*2 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*3 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*4 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*5 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*6 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*7 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*8 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*9 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*10 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*11 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*12 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*13 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*14 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*15 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*16 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*17 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*18 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*19 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*20 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*21 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*22 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*23 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*24 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*25 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*26 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*27 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*28 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*29 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*30 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*31 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*32 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*33 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*34 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*35 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*36 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*37 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*38 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*39 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*40 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*41 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*42 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*43 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*44 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*45 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*46 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*47 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*48 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*49 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*50 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*51 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*52 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*53 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*54 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*55 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*56 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*57 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*58 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*59 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*60 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*61 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*62 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*63 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*64 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*65 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*66 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*67 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*68 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*69 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*70 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*71 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*72 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*73 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*74 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*75 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*76 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*77 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*78 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*79 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*80 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*81 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*82 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*83 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*84 1.5 101 1.35 102 1.75 103 1.5 104 0.9
*85 1.5 101 1.35 102 1.75 103 1.5 104 0.9
**************************************************
***************************************************
***************************************************
*1 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*2 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*3 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*4 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*5 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*6 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*7 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*8 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*9 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*10 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*11 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*12 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*13 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*14 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*15 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*16 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*17 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*18 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*19 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*20 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*21 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*22 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*23 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*24 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*25 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*26 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*27 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*28 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*29 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*30 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*31 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*32 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*33 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*34 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*35 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*36 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*37 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*38 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*39 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*40 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*41 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*42 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*43 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*44 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*45 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*46 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*47 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*48 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*49 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*50 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*51 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*52 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*53 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*54 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*55 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*56 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*57 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*58 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*59 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*60 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*61 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*62 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*63 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*64 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*65 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*66 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*67 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*68 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*69 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*70 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*71 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*72 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*73 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*74 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*75 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*76 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*77 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*78 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*79 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*80 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*81 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*82 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*83 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*84 1.15 101 1.35 102 1.75 103 1.15 104 1.5
*85 1.15 101 1.35 102 1.75 103 1.15 104 1.5
********************************************
*********** SLS COMBINATION (FOR TEMP CASE) **********
**************************************************
**************************************************
*1 1.0 101 1.0 102 1.0 103 1.0
*2 1.0 101 1.0 102 1.0 103 1.0
*3 1.0 101 1.0 102 1.0 103 1.0
*4 1.0 101 1.0 102 1.0 103 1.0
*5 1.0 101 1.0 102 1.0 103 1.0
*6 1.0 101 1.0 102 1.0 103 1.0
*7 1.0 101 1.0 102 1.0 103 1.0
*8 1.0 101 1.0 102 1.0 103 1.0
*9 1.0 101 1.0 102 1.0 103 1.0
*10 1.0 101 1.0 102 1.0 103 1.0
*11 1.0 101 1.0 102 1.0 103 1.0
*12 1.0 101 1.0 102 1.0 103 1.0
*13 1.0 101 1.0 102 1.0 103 1.0
*14 1.0 101 1.0 102 1.0 103 1.0
*15 1.0 101 1.0 102 1.0 103 1.0
*16 1.0 101 1.0 102 1.0 103 1.0
*17 1.0 101 1.0 102 1.0 103 1.0
*18 1.0 101 1.0 102 1.0 103 1.0
*19 1.0 101 1.0 102 1.0 103 1.0
*20 1.0 101 1.0 102 1.0 103 1.0
*21 1.0 101 1.0 102 1.0 103 1.0
*22 1.0 101 1.0 102 1.0 103 1.0
*23 1.0 101 1.0 102 1.0 103 1.0
*24 1.0 101 1.0 102 1.0 103 1.0
*25 1.0 101 1.0 102 1.0 103 1.0
*26 1.0 101 1.0 102 1.0 103 1.0
*27 1.0 101 1.0 102 1.0 103 1.0
*28 1.0 101 1.0 102 1.0 103 1.0
*29 1.0 101 1.0 102 1.0 103 1.0
*30 1.0 101 1.0 102 1.0 103 1.0
*31 1.0 101 1.0 102 1.0 103 1.0
*32 1.0 101 1.0 102 1.0 103 1.0
*33 1.0 101 1.0 102 1.0 103 1.0
*34 1.0 101 1.0 102 1.0 103 1.0
*35 1.0 101 1.0 102 1.0 103 1.0
*36 1.0 101 1.0 102 1.0 103 1.0
*37 1.0 101 1.0 102 1.0 103 1.0
*38 1.0 101 1.0 102 1.0 103 1.0
*39 1.0 101 1.0 102 1.0 103 1.0
*40 1.0 101 1.0 102 1.0 103 1.0
*41 1.0 101 1.0 102 1.0 103 1.0
*42 1.0 101 1.0 102 1.0 103 1.0
*43 1.0 101 1.0 102 1.0 103 1.0
*44 1.0 101 1.0 102 1.0 103 1.0
*45 1.0 101 1.0 102 1.0 103 1.0
*46 1.0 101 1.0 102 1.0 103 1.0
*47 1.0 101 1.0 102 1.0 103 1.0
*48 1.0 101 1.0 102 1.0 103 1.0
*49 1.0 101 1.0 102 1.0 103 1.0
*50 1.0 101 1.0 102 1.0 103 1.0
*51 1.0 101 1.0 102 1.0 103 1.0
*52 1.0 101 1.0 102 1.0 103 1.0
*53 1.0 101 1.0 102 1.0 103 1.0
*54 1.0 101 1.0 102 1.0 103 1.0
*55 1.0 101 1.0 102 1.0 103 1.0
*56 1.0 101 1.0 102 1.0 103 1.0
*57 1.0 101 1.0 102 1.0 103 1.0
*58 1.0 101 1.0 102 1.0 103 1.0
*59 1.0 101 1.0 102 1.0 103 1.0
*60 1.0 101 1.0 102 1.0 103 1.0
*61 1.0 101 1.0 102 1.0 103 1.0
*62 1.0 101 1.0 102 1.0 103 1.0
*63 1.0 101 1.0 102 1.0 103 1.0
*64 1.0 101 1.0 102 1.0 103 1.0
*65 1.0 101 1.0 102 1.0 103 1.0
*66 1.0 101 1.0 102 1.0 103 1.0
*67 1.0 101 1.0 102 1.0 103 1.0
*68 1.0 101 1.0 102 1.0 103 1.0
*69 1.0 101 1.0 102 1.0 103 1.0
*70 1.0 101 1.0 102 1.0 103 1.0
*71 1.0 101 1.0 102 1.0 103 1.0
*72 1.0 101 1.0 102 1.0 103 1.0
*73 1.0 101 1.0 102 1.0 103 1.0
*74 1.0 101 1.0 102 1.0 103 1.0
*75 1.0 101 1.0 102 1.0 103 1.0
*76 1.0 101 1.0 102 1.0 103 1.0
*77 1.0 101 1.0 102 1.0 103 1.0
*78 1.0 101 1.0 102 1.0 103 1.0
*79 1.0 101 1.0 102 1.0 103 1.0
*80 1.0 101 1.0 102 1.0 103 1.0
*81 1.0 101 1.0 102 1.0 103 1.0
*82 1.0 101 1.0 102 1.0 103 1.0
*83 1.0 101 1.0 102 1.0 103 1.0
*84 1.0 101 1.0 102 1.0 103 1.0
*85 1.0 101 1.0 102 1.0 103 1.0
***************************************
********************************************
********************************************
***************************************
********************************************
***************************************
********************************************
********************************************
***************************************
********************************************
*********************************************
LOAD COMBINATION 2086
1 0.75 101 1.0 102 1.0 103 0.75
2 0.75 101 1.0 102 1.0 103 0.75
3 0.75 101 1.0 102 1.0 103 0.75
4 0.75 101 1.0 102 1.0 103 0.75
5 0.75 101 1.0 102 1.0 103 0.75
6 0.75 101 1.0 102 1.0 103 0.75
7 0.75 101 1.0 102 1.0 103 0.75
8 0.75 101 1.0 102 1.0 103 0.75
9 0.75 101 1.0 102 1.0 103 0.75
10 0.75 101 1.0 102 1.0 103 0.75
11 0.75 101 1.0 102 1.0 103 0.75
12 0.75 101 1.0 102 1.0 103 0.75
13 0.75 101 1.0 102 1.0 103 0.75
14 0.75 101 1.0 102 1.0 103 0.75
15 0.75 101 1.0 102 1.0 103 0.75
16 0.75 101 1.0 102 1.0 103 0.75
17 0.75 101 1.0 102 1.0 103 0.75
18 0.75 101 1.0 102 1.0 103 0.75
19 0.75 101 1.0 102 1.0 103 0.75
20 0.75 101 1.0 102 1.0 103 0.75
21 0.75 101 1.0 102 1.0 103 0.75
22 0.75 101 1.0 102 1.0 103 0.75
23 0.75 101 1.0 102 1.0 103 0.75
24 0.75 101 1.0 102 1.0 103 0.75
25 0.75 101 1.0 102 1.0 103 0.75
26 0.75 101 1.0 102 1.0 103 0.75
27 0.75 101 1.0 102 1.0 103 0.75
28 0.75 101 1.0 102 1.0 103 0.75
29 0.75 101 1.0 102 1.0 103 0.75
30 0.75 101 1.0 102 1.0 103 0.75
31 0.75 101 1.0 102 1.0 103 0.75
32 0.75 101 1.0 102 1.0 103 0.75
33 0.75 101 1.0 102 1.0 103 0.75
34 0.75 101 1.0 102 1.0 103 0.75
35 0.75 101 1.0 102 1.0 103 0.75
36 0.75 101 1.0 102 1.0 103 0.75
37 0.75 101 1.0 102 1.0 103 0.75
38 0.75 101 1.0 102 1.0 103 0.75
39 0.75 101 1.0 102 1.0 103 0.75
40 0.75 101 1.0 102 1.0 103 0.75
41 0.75 101 1.0 102 1.0 103 0.75
42 0.75 101 1.0 102 1.0 103 0.75
43 0.75 101 1.0 102 1.0 103 0.75
44 0.75 101 1.0 102 1.0 103 0.75
45 0.75 101 1.0 102 1.0 103 0.75
46 0.75 101 1.0 102 1.0 103 0.75
47 0.75 101 1.0 102 1.0 103 0.75
48 0.75 101 1.0 102 1.0 103 0.75
49 0.75 101 1.0 102 1.0 103 0.75
50 0.75 101 1.0 102 1.0 103 0.75
51 0.75 101 1.0 102 1.0 103 0.75
52 0.75 101 1.0 102 1.0 103 0.75
53 0.75 101 1.0 102 1.0 103 0.75
54 0.75 101 1.0 102 1.0 103 0.75
55 0.75 101 1.0 102 1.0 103 0.75
56 0.75 101 1.0 102 1.0 103 0.75
57 0.75 101 1.0 102 1.0 103 0.75
58 0.75 101 1.0 102 1.0 103 0.75
59 0.75 101 1.0 102 1.0 103 0.75
60 0.75 101 1.0 102 1.0 103 0.75
61 0.75 101 1.0 102 1.0 103 0.75
62 0.75 101 1.0 102 1.0 103 0.75
63 0.75 101 1.0 102 1.0 103 0.75
64 0.75 101 1.0 102 1.0 103 0.75
65 0.75 101 1.0 102 1.0 103 0.75
66 0.75 101 1.0 102 1.0 103 0.75
67 0.75 101 1.0 102 1.0 103 0.75
68 0.75 101 1.0 102 1.0 103 0.75
69 0.75 101 1.0 102 1.0 103 0.75
70 0.75 101 1.0 102 1.0 103 0.75
71 0.75 101 1.0 102 1.0 103 0.75
72 0.75 101 1.0 102 1.0 103 0.75
73 0.75 101 1.0 102 1.0 103 0.75
74 0.75 101 1.0 102 1.0 103 0.75
75 0.75 101 1.0 102 1.0 103 0.75
76 0.75 101 1.0 102 1.0 103 0.75
77 0.75 101 1.0 102 1.0 103 0.75
78 0.75 101 1.0 102 1.0 103 0.75
79 0.75 101 1.0 102 1.0 103 0.75
80 0.75 101 1.0 102 1.0 103 0.75
81 0.75 101 1.0 102 1.0 103 0.75
82 0.75 101 1.0 102 1.0 103 0.75
83 0.75 101 1.0 102 1.0 103 0.75
84 0.75 101 1.0 102 1.0 103 0.75
85 0.75 101 1.0 102 1.0 103 0.75
*******************************************
************************************************
**************SLS (WIND CASE)***********************
****************************************************
*1 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*2 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*3 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*4 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*5 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*6 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*7 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*8 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*9 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*10 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*11 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*12 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*13 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*14 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*15 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*16 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*17 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*18 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*19 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*20 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*21 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*22 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*23 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*24 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*25 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*26 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*27 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*28 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*29 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*30 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*31 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*32 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*33 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*34 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*35 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*36 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*37 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*38 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*39 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*40 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*41 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*42 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*43 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*44 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*45 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*46 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*47 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*48 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*49 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*50 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*51 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*52 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*53 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*54 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*55 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*56 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*57 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*58 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*59 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*60 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*61 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*62 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*63 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*64 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*65 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*66 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*67 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*68 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*69 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*70 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*71 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*72 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*73 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*74 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*75 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*76 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*77 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*78 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*79 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*80 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*81 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*82 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*83 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*84 1.0 101 1.0 102 1.0 103 1.0 104 0.6
*85 1.0 101 1.0 102 1.0 103 1.0 104 0.6
**********************************************
**********************************************
**********************************************
*1 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*2 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*3 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*4 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*5 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*6 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*7 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*8 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*9 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*10 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*11 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*12 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*13 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*14 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*15 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*16 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*17 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*18 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*19 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*20 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*21 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*22 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*23 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*24 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*25 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*26 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*27 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*28 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*29 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*30 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*31 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*32 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*33 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*34 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*35 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*36 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*37 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*38 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*39 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*40 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*41 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*42 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*43 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*44 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*45 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*46 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*47 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*48 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*49 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*50 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*51 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*52 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*53 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*54 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*55 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*56 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*57 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*58 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*59 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*60 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*61 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*62 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*63 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*64 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*65 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*66 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*67 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*68 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*69 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*70 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*71 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*72 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*73 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*74 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*75 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*76 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*77 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*78 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*79 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*80 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*81 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*82 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*83 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*84 0.75 101 1.0 102 1.0 103 0.75 104 1.0
*85 0.75 101 1.0 102 1.0 103 0.75 104 1.0
PERFORM ANALYSIS
FINISH
PROVISION OF UNTENSIONED REINFORCEMENT IN BEAMS
Minimum reinforcement for crack control refer clause no: 12.3.3 of IRC:112-2011.
As.min * σs = kc * k * fct,eff * Act
where, As.min = Area of reinforcing steel in tensile zone.

σs = 280 Mpa for bars upto 12mm dia as per Table: 12.2
fct,eff = 3.3 Mpa as per Table: 6.5
Act = Area of concrete in tensile zone.
For Bottom Flange :
Width of bottom flange = 0.8 m

Depth of bottom flange = 0.25 m
Depth of the beam = 1.5 m
Depth of composite section (h) = 1.725 m
Width of web (b) = 0.3 m
Stress at top of girder = 8.891 Mpa (Compressive)
Stress at bottom of girder = 0.7446 Mpa (Tensile)
Neutral axis from bottom flange = 0.116 m
Area of concrete in tensile zone (Act) = 0.093 m2
Area of flange in tensile zone (Af) = 0.093 m2
k= 0.65
kc = 0.9 * Fcr / (Act * fct,eff)
Fcr = 306012.7 N
kc = 0.900
2
As.min = 639 mm
Provide, 6 Nos. 12 mm + 4 Nos. 12 mm dia bars in flange

2
As, provided = 1131 mm OK
Reinforcement in Web :
k= 0.65
kc = 0.4 * [ 1 - σc / {k1*(h/h1) * fct,eff }]
σc = Ned/(b*h)
Ned = Characteristic value of prestress = 7674000 N Compressive
σc = 14.83 Mpa
h= 1725 mm
h1 = 1000 mm
k1 = 1.5
kc = 0.000
As.min = 0 mm2
Provide, 1 Nos. 10 mm dia bars in flange

2
For Top Flange :
Width of top flange = 1 m

Depth of top flange = 0.215 m
Stress at top of girder = 2.0935 Mpa (Tensile)
Stress at bottom of girder = 18.743 Mpa (Compressive)
Neutral axis from top flange = 0.151 m
k= 0.65
Fcr = 497340 N
kc = 0.900
2
As.min = 1039 mm
Provide, 6 Nos. 16 + 2 Nos. 16 mm dia bars in flange

2
For Top Deck :
Width of top flange = 1 m

Depth of top flange = 0.215 m
Stress at top of girder = 2.523 Mpa (Compressive)
Stress at top of slab = 2.26 Mpa (Tensile)
Neutral axis from top flange = 0.102 m
k= 0.65
Fcr = 335243.6 N
kc = 0.900
2
As.min = 700 mm
Provide, 10 Nos. 10 mm dia bars

2
For Web :
Minimum surface reinforcement refer clause no: 16.5.4 of IRC:112-2011.
Clear cover = 40 mm
Clear web depth = 800 mm
2
Act.ext = 32000 mm
Surface reinforcement (As.sur) = 0.01 * (Act.ext)
2
As.sur = 320 mm
Provide, 6 Nos. 10 mm dia bars in each side

2
Maximum spacing permitted = 200 mm

Spacing between bars = 160.0 mm OK
Minimum vertical reinforcement refer clause no: 16.5.2 of IRC:112-2011.
Asw = 0.072 * sqrt(fck) / fyk * s * bw
fck = 45 Mpa
fyk = 500 Mpa
s= 200 mm
bw = ( at mid span ) 300 mm
bw = ( at support ) 800 mm
2
Asw = ( at mid span ) 58.0 mm
Provide, 2L 10 mm closed bars
2
2
Asw = ( at support ) 154.6 mm
Provide, 4L 10 mm closed bars
2
DESIGN OF SHEAR CONNECTORS [As per clause 611.4.2 of IRC:22, 1986]
( At Deff from face of Support of Inner Girder )
Shear Force Due to
Dead Load = 36.00 t

SIDL = 6.80 t
Live Load = 43.16 t
VL = VAeY/I
VL = Longitudinal shear per unit length

V= Vertical shear
Ae = Area of transformed section on one side of interface
Y = Distance of cg of the area under consideration from NA of compostie section
I = Moment of Inertia of section
V = 1.5*(36.00+6.8+0+0)+2.5*43.16 = 172.10 T
2
Ae = ( 3*0.225 ) = = 0.675 m
Y = (1.725 - 1.0667- 0.225/2 ) = 0.5458 m
I= = 0.5534 m4
VL = 172.10*0.6750*0.5458/0.5534 = 114.57 T
Provide 4 Legged 12 φ @ 200 c/c

As Shear Connector
2 Legged 12 φ @ 200 c/c
-4
Ultimate Shear capacity, Qu = As * fu * 10
As = The cross section area of anchorage connector = 3393 mm2

fu = The ultimate tensile strength of steel = 500 Mpa
Qu = Ultimate Shear capacity = 169.65 T

> VL , Hence OK
DESIGN OF SHEAR CONNECTORS [As per clause 611.4.2 of IRC:22, 1986]
( At Deff from face of Support of Outer Girder )
Shear Force Due to
Dead Load = 33.20 t

SIDL = 22.50 t
Live Load = 15.32 t
VL = VAeY/I
VL = Longitudinal shear per unit length

V= Vertical shear
Ae = Area of transformed section on one side of interface
Y = Distance of cg of the area under consideration from NA of compostie section
I = Moment of Inertia of section
V = 1.5*(33.20+22.5+0+0)+2.5*15.32 = 121.85 T
2
Ae = ( 2.500*0.225 ) = = 0.563 m
Y = ( 1.725 - 1.0324 - 0.225/2 ) = 0.5801 m
I= = 0.5173 m4
VL = 121.85*0.5625*0.5801/0.5173 = 76.86 T
Provide 4 Legged 12 φ @ 200 c/c

As Shear Connector
2 Legged 12 φ @ 200 c/c
-4
Ultimate Shear capacity, Qu = As * fu * 10
As = The cross section area of anchorage connector = 3393 mm2

fu = The ultimate tensile strength of steel = 500 Mpa
Qu = Ultimate Shear capacity = 169.65 T

> VL , Hence OK
DESIGN OF END ANCHORAGE (as per IRC-112-2011)
340
800
Cross Section of Beam at Support
Permissible Bearing stress behind anchorage
Size of Anchor Block 257 mm

Fcj 45 Mpa
Internal duct diameter = 85 mm
Frdu = 0.67fcj(Ac1/Ac0)^0.5*Ac0 or 3*0.67*fcj*Ac0 whichever is smaller (ref cl 16.11.1 of IRC:112-2011)

Ac0=0.257*0.257-0.785*0.085^2 0.06038 sqm
Ac1=0.34*0.34-0.785*0.085^2 0.10993 sqm
Frdu = 0.67*45*(0.10993/0.06038)^0.5*0.06038 = 2456.4KN
3*0.67*fcj*Ac0 = 3*0.67*45*60380 = 5461.4KN
hence Frdu = 2456.4KN
Max force in cable to be resisted = 3839.3KN (as per clause 13.2.3 IRC-112-2011)
Confinement of concrete is required as per clause A2.8 / Page 241
0.67fckc (Ac1/Ac0)^0.5*Ac0 = 3839.3KN

fckc = 70.34 Mpa
fckc = fck (1.125 + 2.5s2 / fck)
σ2 = 7.88 Mpa
Radial force generated = 118264.4 N
Use 16 dia spiral with 250mm inner dia and 60mm spacing.
Resistance of radial force = 145186.8 N Hence OK
BURSTING REINFORCEMENT
257 340
2Y0 =340
2YP0 =257
YP0/Y0=257/340= 0.76
From Table 13.1 of IRC-112 , Fbst/Pk = 0.120
Pk = ultimate cable force = 273.29 t
Fbst =0.120*273.29049 32.79 t
Allowable stress = 0.87*41500 = 36105 t/m^2
Ast required = 32.79/36105*10000 9.08 cm2
provide 5 nos 2 legged 12 φ

Area of Steel provided 11.31 cm2 Hence OK
CHECK FOR DEFLECTION :
Effective span (L) = 31 m

Impact factor = 1.122
Maximum permissible deflection under Live Load = L/1000
(As per 12.4.1 of IRC:112-2011) = 31 mm
Actual deflection from STAAD :
FPLL Deflection = 1.721 mm

C/way LL Deflection = 6.568 mm
C/way LL Deflection including impact = 7.367 mm
Total live load deflection = 9.088 mm OK

CALCULATION FOR LIFTING HOOKS:
For 24.000m span wt of each girder = 65 t

Reaction on each side = 32.5 t
Use, 25 mm dia bars as lifting hook

Strength of each hook = 19.6 t
Factor of safety = 1.5
Safe load that can be carried by a hook = 13.09 t
Provide, 3.0 nos. 25 mm dia bars as lifting hook at each end
Alternatively, 12.7 mm dia strands as lifting hook

Strength of each hook = 18.4 t
Factor of safety = 1.5
Safe load that can be carried by a hook = 12.25 t
Provide, 4.0 nos. 12.7 mm dia strands as lifting hook at each end
LOAD CALCULATION FOR POT/PTFE BEARINGS
Total Dead Load of one span = 486.3 t
Total SIDL of one span = 130.3 t
Total no. of Bearing = 10
No. of Fixed Bearing in Long. Direction = 1
No. of Fixed Bearing in Trans. Direction = 2
Horizontal Seismic Coefficient = 0.36
Vertical Seismic Coefficient = 0.24
Impact Factor = 1.158
VERTICAL REACTIONS : NORMAL CASE
Dead Load + SIDL :

(Ref : STAAD Output)
LOAD CASE R1 R2 R3 R4 R5
Dead Load 35.29 86.29 86.29 35.29 0.00
SIDL 27.61 10.50 9.43 17.62 0.00
DL+SIDL 62.9 96.8 95.7 52.9 0.0
MAXIMUM LIVE LOAD :
Footpath Live Load 7.69 0.52 0.00 0.07 0.00
TYPE-1 2.80 72.94 44.79 2.41 0.00
TYPE-2 3.00 57.99 56.30 0.94 0.00
TYPE-3 0.14 39.59 78.20 11.99 0.00
TYPE-4 0.27 36.86 64.20 21.79 0.00
TYPE-5 0.02 45.38 58.28 19.54 0.00
TYPE-6 0.00 0.00 0.00 0.00 0.00
TYPE-7 0.00 0.00 0.00 0.00 0.00
TYPE-8 0.00 0.00 0.00 0.00 0.00
TYPE-9 0.00 0.00 0.00 0.00 0.00
TYPE-10 0.00 0.00 0.00 0.00 0.00
Maximum Live Load 3.47 84.46 90.54 25.24 0.00
DL+SIDL+LL+FPLL 74.1 181.8 186.3 78.2 0.0
MINIMUM LIVE LOAD :
Footpath Live Load 0.00 0.00 -0.49 0.00 0.00
TYPE-1 -2.36 -0.17 -0.16 -0.13 0.00
TYPE-2 -0.04 -0.31 -0.30 -1.04 0.00
TYPE-3 -11.17 -0.49 -0.20 -0.83 0.00
TYPE-4 -4.32 -0.13 -0.17 -0.53 0.00
TYPE-5 -6.95 -0.25 -0.33 -0.13 0.00
TYPE-6 0.00 0.00 0.00 0.00 0.00
TYPE-7 0.00 0.00 0.00 0.00 0.00
TYPE-8 0.00 0.00 0.00 0.00 0.00
TYPE-9 0.00 0.00 0.00 0.00 0.00
TYPE-10 0.00 0.00 0.00 0.00 0.00
Minimum Live Load -12.94 -0.56 -0.38 -1.21 0.00
DL+SIDL+LL+FPLL 50.0 96.2 94.8 51.7 0.0
DL+SIDL 62.90 96.79 95.72 52.91 0.00

DL+SIDL+LL+FPLL (Maximum) 74.06 181.76 186.26 78.22 0.00
DL+SIDL+LL+FPLL (Minimum) 50.0 96.2 94.8 51.7 0.0
SUMMARY OF VERTICAL REACTION :
Total Max. (Normal Case) 186.26 say 200 t

Total Min. (Normal Case) 50.0 say 50 t
VERTICAL REACTIONS : SEISMIC CASE
Dead Load + SIDL :

Dead Load 35.29 86.29 86.29 35.29 0.00
SIDL (Crash Barrier+W/C+Median+Railing) 27.61 10.50 9.43 17.62 0.00
DL+SIDL 62.9 96.8 95.7 52.9 0.0
MAXIMUM LIVE LOAD :
Footpath Live Load 1.54 0.10 0.00 0.01 0.00
TYPE-1 0.56 14.59 8.96 0.48 0.00
TYPE-2 0.60 11.60 11.26 0.19 0.00
TYPE-3 0.03 7.92 15.64 2.40 0.00
TYPE-4 0.05 7.37 12.84 4.36 0.00
TYPE-5 0.00 9.08 11.66 3.91 0.00
TYPE-6 0.00 0.00 0.00 0.00 0.00
TYPE-7 0.00 0.00 0.00 0.00 0.00
TYPE-8 0.00 0.00 0.00 0.00 0.00
TYPE-9 0.00 0.00 0.00 0.00 0.00
TYPE-10 0.00 0.00 0.00 0.00 0.00
Maximum Live Load 0.69 16.89 18.11 5.05 0.00
DL+SIDL+LL+FPLL 65.1 113.8 113.8 58.0 0.0
MINIMUM LIVE LOAD :
Footpath Live Load 0.00 0.00 -0.10 0.00 0.00
TYPE-1 -0.47 -0.03 -0.03 -0.03 0.00
TYPE-2 -0.01 -0.06 -0.06 -0.21 0.00
TYPE-3 -2.23 -0.10 -0.04 -0.17 0.00
TYPE-4 -0.86 -0.03 -0.03 -0.11 0.00
TYPE-5 -1.39 -0.05 -0.07 -0.03 0.00
TYPE-6 0.00 0.00 0.00 0.00 0.00
TYPE-7 0.00 0.00 0.00 0.00 0.00
TYPE-8 0.00 0.00 0.00 0.00 0.00
TYPE-9 0.00 0.00 0.00 0.00 0.00
TYPE-10 0.00 0.00 0.00 0.00 0.00
Minimum Live Load -2.59 -0.11 -0.08 -0.24 0.00
DL+SIDL+LL+FPLL 60.3 96.7 95.5 52.7 0.0
DL+SIDL 62.90 96.79 95.72 52.91 0.00

DL+SIDL+LL+FPLL (Maximum) 65.13 113.78 113.82 57.97 0.00
DL+SIDL+LL+FPLL (Minimum) 60.31 96.67 95.54 52.67 0.00
SUMMARY OF VERTICAL REACTION :
Vertical Seismic Force = (0.24*186.26) = 44.70 t
Total Max. (Normal Case) 158.53 say 170 t

Total Min. (Normal Case) 7.96 say 7t
TRANSVERSE FORCES : NORMAL CASE
FRICTIONAL FORCE
Minimum horizontal force = μ.R = (0.05*186.26) = 9.31t
(Free Bearing)
Maximum horizontal Force = 9.31t say 20 t
(Fixed Bearing)
(Fixed Bearing in Transverse Direction)
(Fixed Bearing in Longitudinal Direction)
TRANSVERSE FORCES : LONGITUDINAL SEISMIC CASE
(Free Bearing)
(Fixed Bearing)
TRANSVERSE FORCES : TRANSVERSE SEISMIC CASE
(Free Bearing)
Maximum horizontal Force = (0.05*158.53) = 7.93t say 20 t
(Fixed Bearing)
Maximum horizontal Force = 0.36*(486+130.32+40)/2 = 118.2t say 135 t
Maximum horizontal Force = = 118.2t say 135 t
Maximum horizontal Force = (0.05*158.53) = 7.93t say 20 t
LONGITUDINAL FORCES : NORMAL CASE
FRICTIONAL FORCE
BRAKING FORCE
LOAD CASE HL1

Class70R (1 Lane) + ClassA (1lane) 22.77
ClassA (3Lane) 13.85
Maximum Braking Force 22.77
DL+SIDL Reaction at Free End = 308.31 t

Maximum Live Load Reaction at Free end = 180.00 t
Horizontal Reaction At Fixed end = 22.77/2+0.05*(308.31+180)
= 35.80 t
(Free Bearing)
(Fixed Bearing)
LONGITUDINAL FORCES : SEISMIC CASE
BRAKING+FRICTIONAL+SEISMIC FORCE
LOAD CASE HL1

Class70R (2 Lane) 233.37 =0.5*22.77+0.36*(486.3+130.32)
ClassA (4 Lane) 224.75 =0.5*13.85+0.36*(486.3+130.32)
(Free Bearing)
(Fixed Bearing)
LONGITUDINAL MOVEMENT FOR FREE BEARING :
L = 24.000 m
-5 o
α = 1.20 *10 / C
γ = 0.0002
o
T = +/- 35 C
ucs = γ∗L = +/- 4.8 mm

ut = α*T*L = +/- 10.1 mm
------------------------
+ 14.9 mm
- 10.1 mm
------------------------
" + " represents movement towards fixed bearing
" - " represents movement away from fixed bearing
For Bearing design longitudinal movement shall be 1.3 times of calculated value as per BS:5400.
Logitudinal Movement + 14.9*1.3 mm = 19.3 mm say 25 mm

- 10.1*1.3 mm = 13.1 mm say 15 mm
------------------------
DESIGN VERTICAL & HORIZONTAL FORCES ON POT/PTFE BEARINGS
BEARINGS
Max. Vertical Min. Vertical Transverse Longitudinal
Horizontal Load/brg (t)
Reaction (t) Reaction (t) Movement Movement Rotation
Type of Shown
(mm) (mm) q Remarks
bearing Transverse Longitudinal thus
(Radian)
Normal Seismic Normal Seismic
Normal Seismic Normal Seismic + - + -
Fixed in both
Type 1 0 0 0 0 20 135 45 250 - - - - 0.01
directions
Allowing movement in
Type 2 0 0 0 0 20 135 20 20 - - 25 15 0.01
L-L axis only
Allowing movement in
Type3 200 170 50 7 20 20 20 10 10 25 15 0.01
all directions
Note:- " + " represents movement towards fixed bearing

" - " represents movement away from fixed bearing
ARRANGEMENT OF BEARINGS FOR PSC T BEAM SUPERSTRUCTURE
(SIMPLY SUPPORTED)
The figure below shows the arrangement of the Three types of bearings being used :-
Type 3 Type 3
T-T AXIS
Type 3
Type 3
Type 1 Type2
L -L AXIS
Type3
Type 3
Type 3
Type 3
Types of bearings used:
Bearing type Shown thus Description
Type 1 Pot Pin bearing
Pot PTFE mono sliding

Type 2 bearing (allowing
movement in L-L axis only)
Pot PTFE sliding

bearing (allowing
Type 3
movement in all
directions)

Design-Psc T Girder

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Design-Psc T Girder

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PROJECT:

ELEVATED STRUCTURE AT KANAONI OVER HINDON CUT CANAL

DESIGN OF PSC T GIRDER SUPERSTRUCTURE

DOCUMENT NO: SICEPL/2015004/001 REVISION NO:

DATE: DECEMBER, 2016

B-98, 2nd Floor, Ashoka Enclave II, Sector-37, Faridabad-121003

Contact No: +91-9873072001, +91-9818625189

1 Total width of superstructure Wsup 14.000 m

Section of End Cross Girder

Section of Transverse Members T1

Section of Transverse Members T5

Calculation of dead load

A. Inner Girder (1 st Stage)

2 Web thickening at near ends

Extra widening at support

2.1 Wt due to extra widening (uni) =(1.2329-0.765)*2.5 = 1.170 t/m

3 Weight of cross girder to be cast with Beams

3.1 Intermediate Cross girder ((1.725-0.225-0.15-0.25)*(0.35)- = 0.000 t

B. Inner Girder (2 nd Stage)

1 Weight of deck slab =3*0.225*2.5 = 1.688 t/m

2 Weight of Inner cross girder =((3-1)*1.25)*0*2.5 = 0.000 t

3 Weight of End cross girder =((3-1)*1.25) *0.4*2.5/cos0 = 2.500 t

Total weight of Beam =0.765*2.5 = 1.913 t/m

2 Web thickening at near ends

Extra widening at support

2.1 Wt due to extra widening (uni) =(1.2329-0.765)*2.5 = 1.170 t/m

3 Weight of cross girder to be cast with Beams

3.1 Intermediate Cross girder ((1.725-0.225-0.15-0.25)*(0.35)- = 0.000 t

3.2 End Cross girder (1.725-0.225-0.15-0.25-0.029/2) = 0.217 t

B. Outer Girder (2 nd Stage)

1 Weight of deck slab =(2*0.225+ 0.5*(0.225+0.225)/2) = 1.406 t/m

1a Weight of deck slab =(2*0.225+ 0.5*(0.225+0.225)/2) = 1.406 t/m

2 Weight of Inner cross girder =((3-1)*1.25)*0*2.5/2 = 0.000 t

Moment = 0.000 t-m

3 Weight of End cross girder =((3-1)*1.25) *0.4*2.5/2/cos0 = 1.250 t

Moment = 1.250 t-m

Impact Factor Calculation : ( Refer : IRC: 6 -2000 )

70R Vehicle : 1.158 Class A : 1.158

Factor for Warping and Distortion : 1.0

SUMMARY OF BENDING MOMENT DUE TO LIVE LOAD FOR OUTER GIRDER-OG1

SUMMARY OF SHEAR FORCE DUE TO LIVE LOAD FOR OUTER GIRDER-OG1

SUMMARY OF BENDING MOMENT DUE TO LIVE LOAD FOR OUTER GIRDER-OG1

SUMMARY OF BENDING MOMENT AND SHEAR FORCE (OUTER GIRDER)-OG1

2 Stage 2 Loading 22.0 38.8 66.6 83.2 88.8

3 Shuttering Load 16.4 28.9 49.7 62.2 66.3

4 SIDL( Moment) 35.6 63.2 108.0 134.8 143.1

5 FPLL( Moment) 9.5 16.8 28.7 35.7 38.0

6 Due to Live Load( Moment) 13.79 23.12 41.91 54.41 58.71

2 Stage 2 Loading 13.7 11.9 7.9 4.0 0.0

3 Shuttering Load 10.2 8.9 5.9 3.0 0.0

4 SIDL(Shear) 22.5 19.5 12.5 6.2 0.0

5 FPLL( Shear) 6.0 5.1 3.4 1.7 0.1

6 Due to Live Load( Shear) 9.35 9.35 7.69 5.36 3.05

Impact Factor Calculation : ( Refer : IRC: 6 -2000 )

70R Vehicle : 1.158 Class A : 1.158

Factor for Warping and Distortion : 1.0

SUMMARY OF BENDING MOMENT DUE TO LIVE LOAD FOR OUTER GIRDER-OG2

SUMMARY OF SHEAR FORCE DUE TO LIVE LOAD FOR OUTER GIRDER-OG2

1 Weight of deck slab =30.2252.5 = 1.688 t/m

2 Weight of Inner cross girder =((3-1)1.25)0*2.5 = 0.000 t

3 Weight of End cross girder =((3-1)1.25) 0.4*2.5/cos0 = 2.500 t

1 Weight of deck slab =(20.225+ 0.5(0.225+0.225)/2) = 1.406 t/m

1a Weight of deck slab =(20.225+ 0.5(0.225+0.225)/2) = 1.406 t/m

2 Weight of Inner cross girder =((3-1)1.25)0*2.5/2 = 0.000 t

3 Weight of End cross girder =((3-1)1.25) 0.4*2.5/2/cos0 = 1.250 t