Week 6 Challenge

Aim : To model the given truss bridge in Staad pro and analyse it for pipe loads.

Introduction : The given bridge is a steel truss bridge carrying DI pipe of 700 dia NB and 200 dia NB. The length of the bridge is 24m divided into 8spans and the width is 3m. Bottom chord of the truss is of ISMB 250, bottom bracing is of double angle 75x75x6; Top chord is of double angle 90x90x8, top bracing is of double angle 50x50x6; bracing and vertical members of vertical elevation is of double angle 65x65x6. The superstructure is to be analysed for pipe loads.

Procedure : 

Step1: Calculation of Pipe Loads

Weight of 700dia NB pipe 

 As per CPHEEO Manual max pipe dia is 600mm hence considering its weight for 700mm dia

Self weight of 700 dia pipe = 217.19 kg/m = 2.17 kN/m

Self weight of 200 dia pipe = 45.28 kg/m = 0.45 kN/m

The pipe carries water , considering live load of water with its unit weight = 10kN/m2

LL of 700 dia pipe = pi/4x0.7^2x10 = 15.38 kN/m

LL of 200 dia pipe = pi/4x0.2^2x10 = 1.256 kN/m

Step 2 : Staad model of truss bridge and load application

Open Staad Pro and create 1st node at 0,0,0 (X,Y,Z - Longitudinal, Vertical , Transverse respectively) and 2nd node at 0,0,3 since width of bridge is 3m. Connect the nodes by selecting add beam from top menubar and connect them. Select the member and select translation repeat click on X axis then step spacing 3m and no.of steps 8. Then connect them by adding beams in X direction, these beams are bottom chord. Connect the nodes also in Z direction, select all the Z direction beams and right click and select insert node at midpoints, Now create triangular arrangement of bottom bracing as shown below by selecting add beam from geometry menu.

Select the entire arrangement and copy paste it in Y direction at distance of 2.5m, this creates top chord and top bracing arrangement.

Connect the top and bottom chord by adding beam in the following arrangement 

Assign hinge support to the end 4 nodes as shown below

As per the diagram of girder NB 700 dia pipe is located at 1m from one end and NB 200 dia pipe is at 0.64m next to 700 dia pipe. Hence adding two beams at the location of pipe Giving them property of rectangle 0.1x0.1m and material property as null having zero density as this beam is not for analysis and only for application of load on pipe location.

Now applying property to all the member as mentioned in Introduction.

Apply loads by clicking on loads and definitions in thr left menu bar and input values as calculated in step 1.

Go to commands tab select statics check from analysis and run the file

Results :

Deflection diagram

Bending moment diagram for DL and LL load case of 700 and 200 NB dia respectively at pipe location

Shear force  for DL and LL load case of 700 and 200 NB dia respectively at pipe location

Report:

1. STAAD SPACE
INPUT FILE: Challenge 6.STD
2. START JOB INFORMATION
3. ENGINEER DATE 14-JUL-22
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 0; 2 3 0 0; 3 6 0 0; 4 9 0 0; 5 12 0 0; 6 15 0 0; 7 18 0 0; 8 21 0 0
9. 9 24 0 0; 10 0 0 3; 11 3 0 3; 12 6 0 3; 13 9 0 3; 14 12 0 3; 15 15 0 3
10. 16 18 0 3; 17 21 0 3; 18 24 0 3; 19 3 0 1.5; 20 6 0 1.5; 21 9 0 1.5
11. 22 12 0 1.5; 23 15 0 1.5; 24 18 0 1.5; 25 21 0 1.5; 26 0 2.5 0; 27 3 2.5 0
12. 28 6 2.5 0; 29 9 2.5 0; 30 12 2.5 0; 31 15 2.5 0; 32 18 2.5 0; 33 21 2.5 0
13. 34 24 2.5 0; 35 0 2.5 3; 36 3 2.5 3; 37 6 2.5 3; 38 9 2.5 3; 39 12 2.5 3
14. 40 15 2.5 3; 41 18 2.5 3; 42 21 2.5 3; 43 24 2.5 3; 44 3 2.5 1.5; 45 6 2.5 1.5
15. 46 9 2.5 1.5; 47 12 2.5 1.5; 48 15 2.5 1.5; 49 18 2.5 1.5; 50 21 2.5 1.5
16. 51 0 0 2; 52 0 0 1.36; 53 3 0 2; 54 3 0 1.36; 55 6 0 2; 56 6 0 1.36; 57 9 0 2
17. 58 9 0 1.36; 59 12 0 2; 60 12 0 1.36; 61 15 0 2; 62 15 0 1.36; 63 18 0 2
18. 64 18 0 1.36; 65 21 0 2; 66 21 0 1.36; 67 24 0 2; 68 24 0 1.36
19. MEMBER INCIDENCES
20. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 1 52; 10 2 54
21. 11 3 56; 12 4 58; 13 5 60; 14 6 62; 15 7 64; 16 8 66; 17 9 68; 18 10 11
22. 19 11 12; 20 12 13; 21 13 14; 22 14 15; 23 15 16; 24 16 17; 25 17 18; 26 19 53
23. 27 20 55; 28 21 57; 29 22 59; 30 23 61; 31 24 63; 32 25 65; 33 1 19; 34 10 19
24. 35 2 20; 36 11 20; 37 3 21; 38 12 21; 39 4 22; 40 13 22; 41 22 6; 42 22 15
25. 43 23 7; 44 23 16; 45 24 8; 46 24 17; 47 25 9; 48 25 18; 49 26 27; 50 27 28
26. 51 28 29; 52 29 30; 53 30 31; 54 31 32; 55 32 33; 56 33 34; 57 26 35; 58 27 44
27. 59 28 45; 60 29 46; 61 30 47; 62 31 48; 63 32 49; 64 33 50; 65 34 43; 66 35 36
28. 67 36 37; 68 37 38; 69 38 39; 70 39 40; 71 40 41; 72 41 42; 73 42 43; 74 44 36
29. 75 45 37; 76 46 38; 77 47 39; 78 48 40; 79 49 41; 80 50 42; 81 26 44; 82 35 44
30. 83 27 45; 84 36 45; 85 28 46; 86 37 46; 87 29 47; 88 38 47; 89 47 31; 90 47 40
31. 91 48 32; 92 48 41; 93 49 33; 94 49 42; 95 50 34; 96 50 43; 97 35 10; 98 36 10
32. 99 36 12; 100 37 12; 101 37 13; 102 38 13; 103 38 14; 104 43 18; 105 42 18
33. 106 42 16; 107 41 16; 108 41 15; 109 40 15; 110 40 14; 111 27 2; 112 30 5
34. 113 33 8; 114 26 1; 115 27 1; 116 27 3; 117 28 3; 118 28 4; 119 29 4; 120 29 5
35. 121 34 9; 122 33 9; 123 33 7; 124 32 7; 125 32 6; 126 31 6; 127 31 5
36. 128 51 10; 129 52 51; 130 53 11; 131 51 53; 132 54 19; 133 52 54; 134 55 12
37. 135 53 55; 136 56 20; 137 54 56; 138 57 13; 139 55 57; 140 58 21; 141 56 58
38. 142 59 14; 143 57 59; 144 60 22; 145 58 60; 146 61 15; 147 59 61; 148 62 23
39. 149 60 62; 150 63 16; 151 61 63; 152 64 24; 153 62 64; 154 65 17; 155 63 65
40. 156 66 25; 157 64 66; 158 67 18; 159 65 67; 160 68 67; 161 66 68
STAAD SPACE -- PAGE NO. 2

41. DEFINE MATERIAL START
42. ISOTROPIC STEEL
43. E 2.05E+008
44. POISSON 0.3
45. DENSITY 76.8195
46. ALPHA 1.2E-005
47. DAMP 0.03
48. ISOTROPIC NULL
49. E 35000
50. POISSON 0.17
51. DAMP 0.05
52. ISOTROPIC CONCRETE
53. E 2.17185E+007
54. POISSON 0.17
55. DENSITY 23.5616
56. ALPHA 1E-005
57. DAMP 0.05
58. END DEFINE MATERIAL
59. MEMBER PROPERTY INDIAN
60. 1 TO 8 18 TO 25 TABLE ST ISMB250
61. 97 TO 127 TABLE LD ISA65X65X6 SP 0.01
62. 9 TO 17 26 TO 48 128 TO 130 132 134 136 138 140 142 144 146 148 150 152 154 -
63. 156 158 160 TABLE LD ISA75X75X6 SP 0.01
64. 57 TO 65 74 TO 96 TABLE LD ISA50X50X6 SP 0.01
65. 49 TO 56 66 TO 73 TABLE LD ISA90X90X8 SP 0.01
66. MEMBER PROPERTY INDIAN
67. 131 133 135 137 139 141 143 145 147 149 151 153 155 157 159 -
68. 161 PRIS YD 0.1 ZD 0.1
69. CONSTANTS
70. MATERIAL STEEL MEMB 1 TO 130 132 134 136 138 140 142 144 146 148 150 152 154 -
71. 156 158 160
72. MATERIAL NULL MEMB 131 133 135 137 139 141 143 145 147 149 151 153 155 157 -
73. 159 161
74. SUPPORTS
75. 1 9 10 18 FIXED BUT FZ MX MY MZ
76. LOAD 1 LOADTYPE NONE TITLE DL 700 DIA PIPE
77. MEMBER LOAD
78. 131 135 139 143 147 151 155 159 UNI GY -2.17
79. LOAD 2 LOADTYPE NONE TITLE DL 200 DIA PIPE
80. MEMBER LOAD
81. 133 137 141 145 149 153 157 161 UNI GY -0.45
82. LOAD 3 LOADTYPE NONE TITLE LL 700 DIA PIPE
83. MEMBER LOAD
84. 131 135 139 143 147 151 155 159 UNI GY -15.38
85. LOAD 4 LOADTYPE NONE TITLE LL 200 DIA PIPE
86. MEMBER LOAD
87. 133 137 141 145 149 153 157 161 UNI GY -1.256
88. PERFORM ANALYSIS PRINT STATICS CHECK

STAAD SPACE -- PAGE NO. 3

P R O B L E M S T A T I S T I C S
-----------------------------------

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 68/ 161/ 4

SOLVER USED IS THE IN-CORE ADVANCED SOLVER

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 400

STAAD SPACE -- PAGE NO. 4

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1
LOADTYPE NONE TITLE DL 700 DIA PIPE


CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)

X = 0.120000001E+02
Y = 0.000000000E+00
Z = 0.199999999E+01

***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -52.08
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 104.16 MY= 0.00 MZ= -624.96


***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 52.08
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -104.16 MY= 0.00 MZ= 624.96


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1)
MAXIMUMS AT NODE
X = -5.64937E-02 42
Y = -1.13414E+00 65
Z = 1.03032E-01 26
RX= -1.12370E-02 11
RY= 1.49103E-04 36
RZ= -5.43452E-01 51


STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2
LOADTYPE NONE TITLE DL 200 DIA PIPE


CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)

X = 0.120000001E+02
Y = 0.000000000E+00
Z = 0.136000001E+01
STAAD SPACE -- PAGE NO. 5

***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -10.80
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 14.69 MY= 0.00 MZ= -129.60


***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 10.80
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -14.69 MY= 0.00 MZ= 129.60


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2)
MAXIMUMS AT NODE
X = 9.19360E-03 26
Y = -2.57826E-01 19
Z = 6.43966E-02 30
RX= -2.15920E-03 17
RY= -3.18101E-05 10
RZ= -1.24290E-01 52


STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 3
LOADTYPE NONE TITLE LL 700 DIA PIPE


CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)

X = 0.120000001E+02
Y = 0.000000000E+00
Z = 0.199999999E+01

***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 3 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -369.12
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 738.24 MY= 0.00 MZ= -4429.44


***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 3 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 369.12
SUMMATION FORCE-Z = 0.00
STAAD SPACE -- PAGE NO. 6

SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -738.24 MY= 0.00 MZ= 4429.44


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 3)
MAXIMUMS AT NODE
X = -4.00403E-01 42
Y = -8.03826E+00 53
Z = 7.30246E-01 34
RX= -7.96432E-02 17
RY= 1.05678E-03 36
RZ= -3.85175E+00 51


STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 4
LOADTYPE NONE TITLE LL 200 DIA PIPE


CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)

X = 0.119999999E+02
Y = 0.000000000E+00
Z = 0.136000001E+01

***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 4 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -30.14
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 41.00 MY= 0.00 MZ= -361.73


***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 4 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 30.14
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -41.00 MY= 0.00 MZ= 361.73


MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 4)
MAXIMUMS AT NODE
X = -2.56604E-02 34
Y = -7.19622E-01 19
Z = 1.79738E-01 30
RX= -6.02658E-03 11
RY= -8.87854E-05 10
RZ= -3.46908E-01 52



************ END OF DATA FROM INTERNAL STORAGE ************


STAAD SPACE -- PAGE NO. 7

89. FINISH