Two storey Residential Building
52
Thursday, November 13, 2014, 10:28 PM PAGE NO. 1 **************************************************** * * * STAAD.Pro V8i SELECTseries5 * * Version 20.07.10.41 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= NOV 13, 2014 * * Time= 22:27:10 * * * * USER ID: * **************************************************** 1. STAAD SPACE INPUT FILE: Two storey Residential Building.STD 2. START JOB INFORMATION 3. ENGINEER DATE 13-NOV-14 4. JOB NAME TWO STOREY RESIDENTIAL BUILDING 5. JOB CLIENT NELSON D. VALLE 6. END JOB INFORMATION 7. INPUT WIDTH 79 8. UNIT METER KN 9. JOINT COORDINATES 10. 1 0 0 0; 2 3.8 0 0; 3 7.6 0 0; 4 0 0 4; 5 3.8 0 4; 6 7.6 0 4; 7 0 3.5 0 11. 8 3.8 3.5 0; 9 7.6 3.5 0; 10 0 3.5 4; 11 3.8 3.5 4; 12 7.6 3.5 4 12. 13 0 6.5 0; 14 3.8 6.5 0; 15 7.6 6.5 0; 16 0 6.5 4; 17 3.8 6.5 4 13. 18 7.6 6.5 4 14. MEMBER INCIDENCES 15. 5 1 7; 6 2 8; 7 3 9; 8 4 10; 9 5 11; 10 6 12; 11 7 8; 12 8 9; 13 10 11 16. 14 11 12; 15 7 13; 16 8 14; 17 9 15; 18 10 16; 19 11 17; 20 12 18 17. 21 13 14; 22 14 15; 23 16 17; 24 17 18; 25 7 10; 26 8 11; 27 9 12 18. 28 13 16; 29 14 17; 30 15 18 19. ELEMENT INCIDENCES SHELL 20. 31 13 14 17 16; 32 14 15 18 17; 33 7 8 11 10; 34 8 9 12 11 21. ELEMENT PROPERTY 22. 31 TO 34 THICKNESS 0.1 23. DEFINE MATERIAL START 24. ISOTROPIC CONCRETE 25. E 2.17185E+007 26. POISSON 0.17 27. DENSITY 23.5616 28. ALPHA 1E-005 29. DAMP 0.05 30. TYPE CONCRETE 31. STRENGTH FCU 27579 32. END DEFINE MATERIAL 33. MEMBER PROPERTY 34. 5 TO 30 PRIS YD 0.3 ZD 0.3 35. CONSTANTS 36. MATERIAL CONCRETE ALL 37. SUPPORTS 38. 1 TO 6 FIXED Page 1 of 52 C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl
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Transcript of Two storey Residential Building
Thursday, November 13, 2014, 10:28 PM
PAGE NO. 1
****************************************************
* *
* STAAD.Pro V8i SELECTseries5 *
* Version 20.07.10.41 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= NOV 13, 2014 *
* Time= 22:27:10 *
* *
* USER ID: *
****************************************************
1. STAAD SPACE
INPUT FILE: Two storey Residential Building.STD
2. START JOB INFORMATION
3. ENGINEER DATE 13-NOV-14
4. JOB NAME TWO STOREY RESIDENTIAL BUILDING
5. JOB CLIENT NELSON D. VALLE
6. END JOB INFORMATION
7. INPUT WIDTH 79
8. UNIT METER KN
9. JOINT COORDINATES
10. 1 0 0 0; 2 3.8 0 0; 3 7.6 0 0; 4 0 0 4; 5 3.8 0 4; 6 7.6 0 4; 7 0 3.5 0
11. 8 3.8 3.5 0; 9 7.6 3.5 0; 10 0 3.5 4; 11 3.8 3.5 4; 12 7.6 3.5 4
12. 13 0 6.5 0; 14 3.8 6.5 0; 15 7.6 6.5 0; 16 0 6.5 4; 17 3.8 6.5 4
13. 18 7.6 6.5 4
14. MEMBER INCIDENCES
15. 5 1 7; 6 2 8; 7 3 9; 8 4 10; 9 5 11; 10 6 12; 11 7 8; 12 8 9; 13 10 11
16. 14 11 12; 15 7 13; 16 8 14; 17 9 15; 18 10 16; 19 11 17; 20 12 18
17. 21 13 14; 22 14 15; 23 16 17; 24 17 18; 25 7 10; 26 8 11; 27 9 12
18. 28 13 16; 29 14 17; 30 15 18
19. ELEMENT INCIDENCES SHELL
20. 31 13 14 17 16; 32 14 15 18 17; 33 7 8 11 10; 34 8 9 12 11
21. ELEMENT PROPERTY
22. 31 TO 34 THICKNESS 0.1
23. DEFINE MATERIAL START
24. ISOTROPIC CONCRETE
25. E 2.17185E+007
26. POISSON 0.17
27. DENSITY 23.5616
28. ALPHA 1E-005
29. DAMP 0.05
30. TYPE CONCRETE
31. STRENGTH FCU 27579
32. END DEFINE MATERIAL
33. MEMBER PROPERTY
34. 5 TO 30 PRIS YD 0.3 ZD 0.3
35. CONSTANTS
36. MATERIAL CONCRETE ALL
37. SUPPORTS
38. 1 TO 6 FIXED
Page 1 of 52C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl
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STAAD SPACE -- PAGE NO. 2
39. DEFINE WIND LOAD
*** NOTE: If any floor diaphragm is present in the model Wind Load definition
should be defined after Floor Diaphragm definition. Otherwise wind
load generation may be unsuccessful during analysis.
40. TYPE 1 WIND 1
41. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
42. ASCE-7-2010:PARAMS 85.000 MPH 0 1 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
43. 1 40.000 FT 30.000 FT 25.000 FT 2.000 0.010 0 -
44. 0 0 0 0 0.761 1.000 1.000 0.850 0 -
45. 0 0 0 0.866 0.800 -0.550
46. !> END GENERATED DATA BLOCK
47. INT 0.614555 0.614555 0.625063 0.634749 0.643753 0.652179 0.66011 -
48. 0.667609 0.67473 0.681515 0.688 0.694215 0.700185 0.705932 0.711476 -
49. HEIG 0 4.572 5.15815 5.74431 6.33046 6.91662 7.50277 8.08892 -
50. 8.67508 9.26123 9.84739 10.4335 11.0197 11.6059 12.192
51. DEFINE UBC LOAD
52. ZONE 0.075 I 1 RWX 3 RWZ 3 STYP 1 CT 0.0731 NA 1 NV 1
53. SELFWEIGHT 1
54. MEMBER WEIGHT
55. 11 TO 14 21 TO 30 UNI 3.27
56. LOAD 1 LOADTYPE SEISMIC TITLE E@X
57. UBC LOAD X 1
58. LOAD 2 LOADTYPE SEISMIC TITLE E@Z
59. UBC LOAD Z 1
60. LOAD 3 LOADTYPE DEAD TITLE DL
61. SELFWEIGHT Y -1 LIST 11 TO 14 21 TO 30
62. MEMBER LOAD
63. 11 TO 14 25 TO 27 UNI GY -3.17
64. 21 TO 24 28 TO 30 UNI GY -2.17
65. LOAD 4 LOADTYPE LIVE TITLE LL
66. ELEMENT LOAD
67. 31 32 PR GY -1.9
68. 33 34 PR GY -2.9
69. LOAD 5 LOADTYPE WIND TITLE W@X
70. WIND LOAD X 1 TYPE 1
71. LOAD 6 LOADTYPE WIND TITLE W@Z
72. WIND LOAD Z 1 TYPE 1
73. LOAD COMB 7 1.4DL
74. 3 1.4
75. LOAD COMB 8 1.2DL + 1.6LL
76. 3 1.2 4 1.6
77. LOAD COMB 9 1.2D + L
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STAAD SPACE -- PAGE NO. 3
78. 3 1.2 4 1.0
79. LOAD COMB 10 1.2DL + .80W
80. 3 1.2 5 0.8
81. LOAD COMB 11 1.2DL + LL + 1.6W
82. 3 1.2 4 1.0 5 1.6
83. PERFORM ANALYSIS PRINT LOAD DATA
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS 18 NUMBER OF MEMBERS 26
NUMBER OF PLATES 4 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 6
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
TOTAL PRIMARY LOAD CASES = 6, TOTAL DEGREES OF FREEDOM = 72
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STAAD SPACE -- PAGE NO. 4
LOADING 1 LOADTYPE SEISMIC TITLE E@X
-----------
LOADING 2 LOADTYPE SEISMIC TITLE E@Z
-----------
LOADING 3 LOADTYPE DEAD TITLE DL
-----------
SELFWEIGHT Y -1.000
ACTUAL WEIGHT OF THE STRUCTURE = 115.358 KN
MEMBER LOAD - UNIT KN METE
MEMBER UDL L1 L2 CON L LIN1 LIN2
11 -3.1700 GY 0.00 3.80
12 -3.1700 GY 0.00 3.80
13 -3.1700 GY 0.00 3.80
14 -3.1700 GY 0.00 3.80
25 -3.1700 GY 0.00 4.00
26 -3.1700 GY 0.00 4.00
27 -3.1700 GY 0.00 4.00
21 -2.1700 GY 0.00 3.80
22 -2.1700 GY 0.00 3.80
23 -2.1700 GY 0.00 3.80
24 -2.1700 GY 0.00 3.80
28 -2.1700 GY 0.00 4.00
29 -2.1700 GY 0.00 4.00
30 -2.1700 GY 0.00 4.00
*WARNING- APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 3 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES.
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 341.313 KN
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 115.358 KN
LOADING 4 LOADTYPE LIVE TITLE LL
-----------
ELEMENT LOAD (UNITS ARE KN METE )
ELEMENT PRESSURE
31 -1.900000
32 -1.900000
33 -2.900000
Page 4 of 52C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl
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STAAD SPACE -- PAGE NO. 5
34 -2.900000
LOADING 5 LOADTYPE WIND TITLE W@X
-----------
JOINT LOAD - UNIT KN METE
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 2.15 0.00 0.00 0.00 0.00 0.00
4 2.15 0.00 0.00 0.00 0.00 0.00
7 4.00 0.00 0.00 0.00 0.00 0.00
10 4.00 0.00 0.00 0.00 0.00 0.00
13 1.92 0.00 0.00 0.00 0.00 0.00
16 1.92 0.00 0.00 0.00 0.00 0.00
LOADING 6 LOADTYPE WIND TITLE W@Z
-----------
JOINT LOAD - UNIT KN METE
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00 0.00 2.04 0.00 0.00 0.00
2 0.00 0.00 4.09 0.00 0.00 0.00
3 0.00 0.00 2.04 0.00 0.00 0.00
7 0.00 0.00 3.80 0.00 0.00 0.00
8 0.00 0.00 7.61 0.00 0.00 0.00
9 0.00 0.00 3.80 0.00 0.00 0.00
13 0.00 0.00 1.82 0.00 0.00 0.00
14 0.00 0.00 3.64 0.00 0.00 0.00
15 0.00 0.00 1.82 0.00 0.00 0.00
**WARNING: IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION
OR REPEAT LOAD OR RE-ANALYSIS OR SELECT OPTIMIZE, THEN EACH
UBC/IBC CASE SHOULD BE FOLLOWED BY PERFORM ANALYSIS CHANGE.
***********************************************************
* *
* X DIRECTION : Ta = 0.298 Tb = 0.392 Tuser = 0.000 *
* T = 0.392, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.0500 x 519.20 = 25.96 KN *
* *
***********************************************************
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STAAD SPACE -- PAGE NO. 6
***********************************************************
* *
* Z DIRECTION : Ta = 0.298 Tb = 0.405 Tuser = 0.000 *
* T = 0.405, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.0494 x 519.20 = 25.64 KN *
* *
***********************************************************
JOINT LATERAL TORSIONAL LOAD - 1
LOAD (KN ) MOMENT (KN -METE) FACTOR - 1.000
----- ------- ---------
7 FX 1.367 MY 0.000
8 FX 2.078 MY 0.000
9 FX 1.367 MY 0.000
10 FX 1.367 MY 0.000
11 FX 2.078 MY 0.000
12 FX 1.367 MY 0.000
----------- -----------
TOTAL = 9.622 0.000 AT LEVEL 3.500 METE
13 FX 2.282 MY 0.000
14 FX 3.604 MY 0.000
15 FX 2.282 MY 0.000
16 FX 2.282 MY 0.000
17 FX 3.604 MY 0.000
18 FX 2.282 MY 0.000
----------- -----------
TOTAL = 16.338 0.000 AT LEVEL 6.500 METE
JOINT LATERAL TORSIONAL LOAD - 2
LOAD (KN ) MOMENT (KN -METE) FACTOR - 1.000
----- ------- ---------
7 FZ 1.350 MY 0.000
8 FZ 2.052 MY 0.000
9 FZ 1.350 MY 0.000
10 FZ 1.350 MY 0.000
11 FZ 2.052 MY 0.000
12 FZ 1.350 MY 0.000
----------- -----------
TOTAL = 9.504 0.000 AT LEVEL 3.500 METE
13 FZ 2.254 MY 0.000
14 FZ 3.559 MY 0.000
15 FZ 2.254 MY 0.000
16 FZ 2.254 MY 0.000
17 FZ 3.559 MY 0.000
18 FZ 2.254 MY 0.000
----------- -----------
TOTAL = 16.136 0.000 AT LEVEL 6.500 METE
Page 6 of 52C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl
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STAAD SPACE -- PAGE NO. 7
LOAD COMBINATION NO. 7
1.4DL
LOADING- 3.
FACTOR - 1.40
LOAD COMBINATION NO. 8
1.2DL + 1.6LL
LOADING- 3. 4.
FACTOR - 1.20 1.60
LOAD COMBINATION NO. 9
1.2D + L
LOADING- 3. 4.
FACTOR - 1.20 1.00
LOAD COMBINATION NO. 10
1.2DL + .80W
LOADING- 3. 5.
FACTOR - 1.20 0.80
LOAD COMBINATION NO. 11
1.2DL + LL + 1.6W
LOADING- 3. 4. 5.
FACTOR - 1.20 1.00 1.60
************ END OF DATA FROM INTERNAL STORAGE ************
84. PRINT ALL
Page 7 of 52C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl
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STAAD SPACE -- PAGE NO. 8
JOINT COORDINATES
-----------------
COORDINATES ARE METE UNIT
JOINT X Y Z
1 0.000 0.000 0.000
2 3.800 0.000 0.000
3 7.600 0.000 0.000
4 0.000 0.000 4.000
5 3.800 0.000 4.000
6 7.600 0.000 4.000
7 0.000 3.500 0.000
8 3.800 3.500 0.000
9 7.600 3.500 0.000
10 0.000 3.500 4.000
11 3.800 3.500 4.000
12 7.600 3.500 4.000
13 0.000 6.500 0.000
14 3.800 6.500 0.000
15 7.600 6.500 0.000
16 0.000 6.500 4.000
17 3.800 6.500 4.000
18 7.600 6.500 4.000
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STAAD SPACE -- PAGE NO. 9
MEMBER INFORMATION
------------------
MEMBER START END LENGTH BETA
JOINT JOINT (METE) (DEG) RELEASES
5 1 7 3.500 0.00
6 2 8 3.500 0.00
7 3 9 3.500 0.00
8 4 10 3.500 0.00
9 5 11 3.500 0.00
10 6 12 3.500 0.00
11 7 8 3.800 0.00
12 8 9 3.800 0.00
13 10 11 3.800 0.00
14 11 12 3.800 0.00
15 7 13 3.000 0.00
16 8 14 3.000 0.00
17 9 15 3.000 0.00
18 10 16 3.000 0.00
19 11 17 3.000 0.00
20 12 18 3.000 0.00
21 13 14 3.800 0.00
22 14 15 3.800 0.00
23 16 17 3.800 0.00
24 17 18 3.800 0.00
25 7 10 4.000 0.00
26 8 11 4.000 0.00
27 9 12 4.000 0.00
28 13 16 4.000 0.00
29 14 17 4.000 0.00
30 15 18 4.000 0.00
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STAAD SPACE -- PAGE NO. 10
MATERIAL PROPERTIES.
--------------------
ALL UNITS ARE - KN METE
MATERIAL
KIND E POIS DENS ALPHA DAMP G
CONCRETE
1D 2.17185E+07 0.170 2.35616E+01 1.00000E-05 0.050 9.28141E+06
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STAAD SPACE -- PAGE NO. 11
MATERIAL PROPERTIES.
--------------------
ALL UNITS ARE - KN METE
MEMBER E G DEN ALPHA
5 21718500.0 9281410.0 23.56160164 0.00001000
6 21718500.0 9281410.0 23.56160164 0.00001000
7 21718500.0 9281410.0 23.56160164 0.00001000
8 21718500.0 9281410.0 23.56160164 0.00001000
9 21718500.0 9281410.0 23.56160164 0.00001000
10 21718500.0 9281410.0 23.56160164 0.00001000
11 21718500.0 9281410.0 23.56160164 0.00001000
12 21718500.0 9281410.0 23.56160164 0.00001000
13 21718500.0 9281410.0 23.56160164 0.00001000
14 21718500.0 9281410.0 23.56160164 0.00001000
15 21718500.0 9281410.0 23.56160164 0.00001000
16 21718500.0 9281410.0 23.56160164 0.00001000
17 21718500.0 9281410.0 23.56160164 0.00001000
18 21718500.0 9281410.0 23.56160164 0.00001000
19 21718500.0 9281410.0 23.56160164 0.00001000
20 21718500.0 9281410.0 23.56160164 0.00001000
21 21718500.0 9281410.0 23.56160164 0.00001000
22 21718500.0 9281410.0 23.56160164 0.00001000
23 21718500.0 9281410.0 23.56160164 0.00001000
24 21718500.0 9281410.0 23.56160164 0.00001000
25 21718500.0 9281410.0 23.56160164 0.00001000
26 21718500.0 9281410.0 23.56160164 0.00001000
27 21718500.0 9281410.0 23.56160164 0.00001000
28 21718500.0 9281410.0 23.56160164 0.00001000
29 21718500.0 9281410.0 23.56160164 0.00001000
30 21718500.0 9281410.0 23.56160164 0.00001000
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STAAD SPACE -- PAGE NO. 12
MEMBER PROPERTIES. UNIT - CM
-----------------
MEMB PROFILE AX/ IZ/ IY/ IX/
AY AZ SZ SY
5 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
6 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
7 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
8 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
9 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
10 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
11 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
12 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
13 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
14 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
15 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
16 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
17 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
18 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
19 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
20 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
21 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
22 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
23 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
24 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
25 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
26 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
27 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
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STAAD SPACE -- PAGE NO. 13
MEMBER PROPERTIES. UNIT - CM
-----------------
MEMB PROFILE AX/ IZ/ IY/ IX/
AY AZ SZ SY
28 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
29 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
30 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
SUPPORT INFORMATION (1=FIXED, 0=RELEASED)
-------------------
UNITS FOR SPRING CONSTANTS ARE KN METE DEGREES
JOINT FORCE-X/ FORCE-Y/ FORCE-Z/ MOM-X/ MOM-Y/ MOM-Z/
KFX KFY KFZ KMX KMY KMZ
1 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
2 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
3 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
4 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
5 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
6 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
************ END OF DATA FROM INTERNAL STORAGE ************
85. PRINT ALL
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STAAD SPACE -- PAGE NO. 14
JOINT COORDINATES
-----------------
COORDINATES ARE METE UNIT
JOINT X Y Z
1 0.000 0.000 0.000
2 3.800 0.000 0.000
3 7.600 0.000 0.000
4 0.000 0.000 4.000
5 3.800 0.000 4.000
6 7.600 0.000 4.000
7 0.000 3.500 0.000
8 3.800 3.500 0.000
9 7.600 3.500 0.000
10 0.000 3.500 4.000
11 3.800 3.500 4.000
12 7.600 3.500 4.000
13 0.000 6.500 0.000
14 3.800 6.500 0.000
15 7.600 6.500 0.000
16 0.000 6.500 4.000
17 3.800 6.500 4.000
18 7.600 6.500 4.000
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STAAD SPACE -- PAGE NO. 15
MEMBER INFORMATION
------------------
MEMBER START END LENGTH BETA
JOINT JOINT (METE) (DEG) RELEASES
5 1 7 3.500 0.00
6 2 8 3.500 0.00
7 3 9 3.500 0.00
8 4 10 3.500 0.00
9 5 11 3.500 0.00
10 6 12 3.500 0.00
11 7 8 3.800 0.00
12 8 9 3.800 0.00
13 10 11 3.800 0.00
14 11 12 3.800 0.00
15 7 13 3.000 0.00
16 8 14 3.000 0.00
17 9 15 3.000 0.00
18 10 16 3.000 0.00
19 11 17 3.000 0.00
20 12 18 3.000 0.00
21 13 14 3.800 0.00
22 14 15 3.800 0.00
23 16 17 3.800 0.00
24 17 18 3.800 0.00
25 7 10 4.000 0.00
26 8 11 4.000 0.00
27 9 12 4.000 0.00
28 13 16 4.000 0.00
29 14 17 4.000 0.00
30 15 18 4.000 0.00
Page 15 of 52C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl
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STAAD SPACE -- PAGE NO. 16
MATERIAL PROPERTIES.
--------------------
ALL UNITS ARE - KN METE
MATERIAL
KIND E POIS DENS ALPHA DAMP G
CONCRETE
1D 2.17185E+07 0.170 2.35616E+01 1.00000E-05 0.050 9.28141E+06
Page 16 of 52C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl
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STAAD SPACE -- PAGE NO. 17
MATERIAL PROPERTIES.
--------------------
ALL UNITS ARE - KN METE
MEMBER E G DEN ALPHA
5 21718500.0 9281410.0 23.56160164 0.00001000
6 21718500.0 9281410.0 23.56160164 0.00001000
7 21718500.0 9281410.0 23.56160164 0.00001000
8 21718500.0 9281410.0 23.56160164 0.00001000
9 21718500.0 9281410.0 23.56160164 0.00001000
10 21718500.0 9281410.0 23.56160164 0.00001000
11 21718500.0 9281410.0 23.56160164 0.00001000
12 21718500.0 9281410.0 23.56160164 0.00001000
13 21718500.0 9281410.0 23.56160164 0.00001000
14 21718500.0 9281410.0 23.56160164 0.00001000
15 21718500.0 9281410.0 23.56160164 0.00001000
16 21718500.0 9281410.0 23.56160164 0.00001000
17 21718500.0 9281410.0 23.56160164 0.00001000
18 21718500.0 9281410.0 23.56160164 0.00001000
19 21718500.0 9281410.0 23.56160164 0.00001000
20 21718500.0 9281410.0 23.56160164 0.00001000
21 21718500.0 9281410.0 23.56160164 0.00001000
22 21718500.0 9281410.0 23.56160164 0.00001000
23 21718500.0 9281410.0 23.56160164 0.00001000
24 21718500.0 9281410.0 23.56160164 0.00001000
25 21718500.0 9281410.0 23.56160164 0.00001000
26 21718500.0 9281410.0 23.56160164 0.00001000
27 21718500.0 9281410.0 23.56160164 0.00001000
28 21718500.0 9281410.0 23.56160164 0.00001000
29 21718500.0 9281410.0 23.56160164 0.00001000
30 21718500.0 9281410.0 23.56160164 0.00001000
Page 17 of 52C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl
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STAAD SPACE -- PAGE NO. 18
MEMBER PROPERTIES. UNIT - CM
-----------------
MEMB PROFILE AX/ IZ/ IY/ IX/
AY AZ SZ SY
5 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
6 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
7 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
8 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
9 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
10 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
11 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
12 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
13 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
14 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
15 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
16 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
17 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
18 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
19 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
20 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
21 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
22 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
23 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
24 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
25 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
26 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
27 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
Page 18 of 52C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl
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STAAD SPACE -- PAGE NO. 19
MEMBER PROPERTIES. UNIT - CM
-----------------
MEMB PROFILE AX/ IZ/ IY/ IX/
AY AZ SZ SY
28 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
29 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
30 PRISMATIC 900.00 67500.00 67500.00 114074.99
765.00 765.00 4500.00 4500.00
SUPPORT INFORMATION (1=FIXED, 0=RELEASED)
-------------------
UNITS FOR SPRING CONSTANTS ARE KN METE DEGREES
JOINT FORCE-X/ FORCE-Y/ FORCE-Z/ MOM-X/ MOM-Y/ MOM-Z/
KFX KFY KFZ KMX KMY KMZ
1 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
2 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
3 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
4 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
5 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
6 1 1 1 1 1 1
0.0000E+00 0.0000E+00 0.0000E+00 0.000E+00 0.000E+00 0.000E+00
************ END OF DATA FROM INTERNAL STORAGE ************
86. START CONCRETE DESIGN
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STAAD SPACE -- PAGE NO. 20
87. CODE ACI
88. DESIGN BEAM 11 TO 14 21 TO 30
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STAAD SPACE -- PAGE NO. 21
=====================================================================
BEAM NO. 11 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 3800. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 3800. YES YES
2 243. 2 - 12MM 0. 3800. YES YES
B E A M N O. 11 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 2.89 KNS Vc= 63.74 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 2.89 KNS Vc= 63.74 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 7J____________________ 3799X 300X 300_____________________ 8J____
| |
||=========================================================================||
| 2No12 H 243. 0.TO 3800 |
| |
| 2No12 H 57. 0.TO 3800 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 22
=====================================================================
BEAM NO. 12 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 3800. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 2962. YES NO
2 243. 2 - 12MM 0. 975. YES NO
3 243. 2 - 12MM 767. 3800. NO YES
B E A M N O. 12 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 2.89 KNS Vc= 60.83 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 2.89 KNS Vc= 60.79 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 8J____________________ 3799X 300X 300_____________________ 9J____
| |
||=========================================================================||
| 2No12 H 243. 20.TO H9753. 767.TO 3800 |
| |
| 2No12 H 57. 0.TO 2962 |
||========================================================== |
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | |
| oo | | oo | | oo | | |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 23
=====================================================================
BEAM NO. 13 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 3800. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 3800. YES YES
2 243. 2 - 12MM 0. 1925. YES NO
3 243. 2 - 12MM 1717. 3800. NO YES
B E A M N O. 13 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 2.89 KNS Vc= 63.74 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 2.89 KNS Vc= 63.74 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 10J____________________ 3799X 300X 300_____________________ 11J____
| |
||=========================================================================||
| 2No12 H 243. 0.TO 1925 2No12 H 243.1717.TO 3800 |
| |
| 2No12 H 57. 0.TO 3800 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 24
=====================================================================
BEAM NO. 14 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 3800. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 3800. YES YES
2 243. 2 - 12MM 0. 1291. YES NO
3 243. 2 - 12MM 1400. 3800. NO YES
B E A M N O. 14 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 2.89 KNS Vc= 60.83 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 2.89 KNS Vc= 60.79 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 11J____________________ 3799X 300X 300_____________________ 12J____
| |
||======================== ===============================================||
| 2No12 H 243. 0.TO 1291 2No12 H 243.1400.TO 3800 |
| |
| 2No12 H 57. 0.TO 3800 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 25
=====================================================================
BEAM NO. 21 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 3800. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 3800. YES YES
2 243. 2 - 12MM 0. 3800. YES YES
B E A M N O. 21 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 1.39 KNS Vc= 60.77 KNS Vs= 0.00 KNS
Tu= 0.03 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 1.39 KNS Vc= 60.80 KNS Vs= 0.00 KNS
Tu= 0.03 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 13J____________________ 3799X 300X 300_____________________ 14J____
| |
||=========================================================================||
| 2No12 H 243. 0.TO 3800 |
| |
| 2No12 H 57. 0.TO 3800 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 26
=====================================================================
BEAM NO. 22 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 3800. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 3262. YES NO
2 243. 2 - 12MM 0. 975. YES NO
3 243. 2 - 12MM 767. 3800. NO YES
B E A M N O. 22 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 1.39 KNS Vc= 63.78 KNS Vs= 0.00 KNS
Tu= 0.03 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 1.39 KNS Vc= 63.78 KNS Vs= 0.00 KNS
Tu= 0.03 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 14J____________________ 3799X 300X 300_____________________ 15J____
| |
||=========================================================================||
| 2No12 H 243. 20.TO H9753. 767.TO 3800 |
| |
| 2No12 H 57. 0.TO 3262 |
||================================================================ |
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | |
| oo | | oo | | oo | | |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 27
=====================================================================
BEAM NO. 23 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 3800. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 3800. YES YES
2 243. 2 - 12MM 0. 1608. YES NO
3 243. 2 - 12MM 1717. 3800. NO YES
B E A M N O. 23 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 1.39 KNS Vc= 60.77 KNS Vs= 0.00 KNS
Tu= 0.03 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 1.39 KNS Vc= 60.80 KNS Vs= 0.00 KNS
Tu= 0.03 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 16J____________________ 3799X 300X 300_____________________ 17J____
| |
||=============================== =========================================||
| 2No12 H 243. 0.TO 1608 2No12 H 243.1717.TO 3800 |
| |
| 2No12 H 57. 0.TO 3800 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 28
=====================================================================
BEAM NO. 24 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 3800. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 3800. YES YES
2 243. 2 - 12MM 0. 1291. YES NO
3 243. 2 - 12MM 1400. 3800. NO YES
B E A M N O. 24 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 1.39 KNS Vc= 63.78 KNS Vs= 0.00 KNS
Tu= 0.03 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 1.39 KNS Vc= 63.78 KNS Vs= 0.00 KNS
Tu= 0.03 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 17J____________________ 3799X 300X 300_____________________ 18J____
| |
||======================== ===============================================||
| 2No12 H 243. 0.TO 1291 2No12 H 243.1400.TO 3800 |
| |
| 2No12 H 57. 0.TO 3800 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 29
=====================================================================
BEAM NO. 25 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 4000. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 4000. YES YES
2 243. 2 - 12MM 0. 4000. YES YES
B E A M N O. 25 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 0.00 KNS Vc= 60.62 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 0.00 KNS Vc= 60.62 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 7J____________________ 4000X 300X 300_____________________ 10J____
| |
||=========================================================================||
| 2No12 H 243. 0.TO 4000 |
| |
| 2No12 H 57. 0.TO 4000 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 30
=====================================================================
BEAM NO. 26 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 4000. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 3139. YES NO
2 243. 2 - 12MM 0. 4000. YES YES
B E A M N O. 26 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 0.00 KNS Vc= 63.81 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 0.00 KNS Vc= 63.81 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 8J____________________ 4000X 300X 300_____________________ 11J____
| |
||=========================================================================||
| 2No12 H 243. 0.TO 4000 |
| |
| 2No12 H 57. 0.TO 3139 |
||========================================================== |
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | |
| oo | | oo | | oo | | |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 31
=====================================================================
BEAM NO. 27 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 4000. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 4000. YES YES
2 243. 2 - 12MM 0. 1008. YES NO
3 243. 2 - 12MM 1825. 4000. NO YES
B E A M N O. 27 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 0.00 KNS Vc= 63.76 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 0.00 KNS Vc= 63.76 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 9J____________________ 4000X 300X 300_____________________ 12J____
| |
||================== =========================================||
| 2No12 H 243. 0.TO 1008 2No12 H 243.1825.TO 4000 |
| |
| 2No12 H 57. 0.TO 4000 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | | | oo | | oo |
| 2#12 | | | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 32
=====================================================================
BEAM NO. 28 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 4000. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 4000. YES YES
2 243. 2 - 12MM 0. 4000. YES YES
B E A M N O. 28 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 0.00 KNS Vc= 63.77 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 0.00 KNS Vc= 63.77 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 13J____________________ 4000X 300X 300_____________________ 16J____
| |
||=========================================================================||
| 2No12 H 243. 0.TO 4000 |
| |
| 2No12 H 57. 0.TO 4000 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 33
=====================================================================
BEAM NO. 29 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 4000. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 3460. YES NO
2 243. 2 - 12MM 0. 4000. YES YES
B E A M N O. 29 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 0.00 KNS Vc= 63.81 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 0.00 KNS Vc= 63.81 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 14J____________________ 4000X 300X 300_____________________ 17J____
| |
||=========================================================================||
| 2No12 H 243. 0.TO 4000 |
| |
| 2No12 H 57. 0.TO 3460 |
||================================================================ |
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | oo | | oo | | oo |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | |
| oo | | oo | | oo | | |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
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STAAD SPACE -- PAGE NO. 34
=====================================================================
BEAM NO. 30 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08
LEN - 4000. MM FY - 414. FC - 28. MPA, SIZE - 300. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END
_____________________________________________________________________
1 57. 2 - 12MM 0. 4000. YES YES
2 243. 2 - 12MM 0. 675. YES NO
3 243. 2 - 12MM 1492. 4000. NO YES
B E A M N O. 30 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 0.00 KNS Vc= 60.62 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 0.00 KNS Vc= 60.62 KNS Vs= 0.00 KNS
Tu= 0.00 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 15J____________________ 4000X 300X 300_____________________ 18J____
| |
||=========== ===============================================||
| 2No12 H 243. 0.TO 675 2No12 H 243.1492.TO 4000 |
| |
| 2No12 H 57. 0.TO 4000 |
||=========================================================================||
| |
|___________________________________________________________________________|
_______________ _______________ _______________ _______________
| | | | | | | |
| oo | | | | oo | | oo |
| 2#12 | | | | 2#12 | | 2#12 |
| | | | | | | |
| 2#12 | | 2#12 | | 2#12 | | 2#12 |
| oo | | oo | | oo | | oo |
| | | | | | | |
|_______________| |_______________| |_______________| |_______________|
********************END OF BEAM DESIGN**************************
89. DESIGN COLUMN 5 TO 10 15 TO 20
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STAAD SPACE -- PAGE NO. 35
====================================================================
COLUMN NO. 5 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.900
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 6 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 7 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
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STAAD SPACE -- PAGE NO. 36
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 8 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.900
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 9 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 10 DESIGN PER ACI 318-08 - AXIAL + BENDING
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STAAD SPACE -- PAGE NO. 37
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 15 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.900
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 16 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
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STAAD SPACE -- PAGE NO. 38
====================================================================
COLUMN NO. 17 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 18 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.900
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 19 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
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STAAD SPACE -- PAGE NO. 39
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
====================================================================
COLUMN NO. 20 DESIGN PER ACI 318-08 - AXIAL + BENDING
FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 900.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 12 MM 1.005 1 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 12 SPACING 192.00 MM
********************END OF COLUMN DESIGN RESULTS********************
90. END CONCRETE DESIGN
91. PERFORM ANALYSIS PRINT ALL
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STAAD SPACE -- PAGE NO. 40
LOADING 1 LOADTYPE SEISMIC TITLE E@X
-----------
LOADING 2 LOADTYPE SEISMIC TITLE E@Z
-----------
LOADING 3 LOADTYPE DEAD TITLE DL
-----------
SELFWEIGHT Y -1.000
ACTUAL WEIGHT OF THE STRUCTURE = 115.358 KN
MEMBER LOAD - UNIT KN METE
MEMBER UDL L1 L2 CON L LIN1 LIN2
11 -3.1700 GY 0.00 3.80
12 -3.1700 GY 0.00 3.80
13 -3.1700 GY 0.00 3.80
14 -3.1700 GY 0.00 3.80
25 -3.1700 GY 0.00 4.00
26 -3.1700 GY 0.00 4.00
27 -3.1700 GY 0.00 4.00
21 -2.1700 GY 0.00 3.80
22 -2.1700 GY 0.00 3.80
23 -2.1700 GY 0.00 3.80
24 -2.1700 GY 0.00 3.80
28 -2.1700 GY 0.00 4.00
29 -2.1700 GY 0.00 4.00
30 -2.1700 GY 0.00 4.00
*WARNING- APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 3 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES.
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 341.313 KN
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 115.358 KN
LOADING 4 LOADTYPE LIVE TITLE LL
-----------
ELEMENT LOAD (UNITS ARE KN METE )
ELEMENT PRESSURE
31 -1.900000
32 -1.900000
33 -2.900000
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STAAD SPACE -- PAGE NO. 41
34 -2.900000
LOADING 5 LOADTYPE WIND TITLE W@X
-----------
JOINT LOAD - UNIT KN METE
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 2.15 0.00 0.00 0.00 0.00 0.00
4 2.15 0.00 0.00 0.00 0.00 0.00
7 4.00 0.00 0.00 0.00 0.00 0.00
10 4.00 0.00 0.00 0.00 0.00 0.00
13 1.92 0.00 0.00 0.00 0.00 0.00
16 1.92 0.00 0.00 0.00 0.00 0.00
LOADING 6 LOADTYPE WIND TITLE W@Z
-----------
JOINT LOAD - UNIT KN METE
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00 0.00 2.04 0.00 0.00 0.00
2 0.00 0.00 4.09 0.00 0.00 0.00
3 0.00 0.00 2.04 0.00 0.00 0.00
7 0.00 0.00 3.80 0.00 0.00 0.00
8 0.00 0.00 7.61 0.00 0.00 0.00
9 0.00 0.00 3.80 0.00 0.00 0.00
13 0.00 0.00 1.82 0.00 0.00 0.00
14 0.00 0.00 3.64 0.00 0.00 0.00
15 0.00 0.00 1.82 0.00 0.00 0.00
***********************************************************
* *
* X DIRECTION : Ta = 0.298 Tb = 0.392 Tuser = 0.000 *
* T = 0.392, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.0500 x 519.20 = 25.96 KN *
* *
***********************************************************
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STAAD SPACE -- PAGE NO. 42
***********************************************************
* *
* Z DIRECTION : Ta = 0.298 Tb = 0.405 Tuser = 0.000 *
* T = 0.405, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.0494 x 519.20 = 25.64 KN *
* *
***********************************************************
JOINT LATERAL TORSIONAL LOAD - 1
LOAD (KN ) MOMENT (KN -METE) FACTOR - 1.000
----- ------- ---------
7 FX 1.367 MY 0.000
8 FX 2.078 MY 0.000
9 FX 1.367 MY 0.000
10 FX 1.367 MY 0.000
11 FX 2.078 MY 0.000
12 FX 1.367 MY 0.000
----------- -----------
TOTAL = 9.622 0.000 AT LEVEL 3.500 METE
13 FX 2.282 MY 0.000
14 FX 3.604 MY 0.000
15 FX 2.282 MY 0.000
16 FX 2.282 MY 0.000
17 FX 3.604 MY 0.000
18 FX 2.282 MY 0.000
----------- -----------
TOTAL = 16.338 0.000 AT LEVEL 6.500 METE
JOINT LATERAL TORSIONAL LOAD - 2
LOAD (KN ) MOMENT (KN -METE) FACTOR - 1.000
----- ------- ---------
7 FZ 1.350 MY 0.000
8 FZ 2.052 MY 0.000
9 FZ 1.350 MY 0.000
10 FZ 1.350 MY 0.000
11 FZ 2.052 MY 0.000
12 FZ 1.350 MY 0.000
----------- -----------
TOTAL = 9.504 0.000 AT LEVEL 3.500 METE
13 FZ 2.254 MY 0.000
14 FZ 3.559 MY 0.000
15 FZ 2.254 MY 0.000
16 FZ 2.254 MY 0.000
17 FZ 3.559 MY 0.000
18 FZ 2.254 MY 0.000
----------- -----------
TOTAL = 16.136 0.000 AT LEVEL 6.500 METE
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STAAD SPACE -- PAGE NO. 43
FOR LOADING - 1
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
7 1.36658E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
8 2.07808E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
9 1.36658E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
10 1.36658E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
11 2.07808E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
12 1.36658E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
13 2.28248E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
14 3.60384E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
15 2.28248E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
16 2.28248E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
17 3.60384E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
18 2.28248E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1
LOADTYPE SEISMIC TITLE E@X
CENTER OF FORCE BASED ON X FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.379999979E+01
Y = 0.538800652E+01
Z = 0.199999999E+01
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = 25.96
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= 51.92 MZ= -139.87
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = -25.96
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= -51.92 MZ= 139.87
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1)
MAXIMUMS AT NODE
X = 2.56852E-01 13
Y = -1.32122E-03 18
Z = 2.72618E-05 7
RX= -1.83806E-05 12
RY= -4.21285E-07 12
RZ= -3.11697E-04 7
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STAAD SPACE -- PAGE NO. 44
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1
1 0.00 0.00 0.00 0.00 0.00 0.00
4.01 5.77 0.13 0.15 0.00 -8.32 111111
2 0.00 0.00 0.00 0.00 0.00 0.00
4.96 0.00 0.00 0.00 0.00 -9.42 111111
3 0.00 0.00 0.00 0.00 0.00 0.00
4.01 -5.77 -0.13 -0.15 0.00 -8.32 111111
4 0.00 0.00 0.00 0.00 0.00 0.00
4.01 5.77 -0.13 -0.15 0.00 -8.32 111111
5 0.00 0.00 0.00 0.00 0.00 0.00
4.96 0.00 0.00 0.00 0.00 -9.42 111111
6 0.00 0.00 0.00 0.00 0.00 0.00
4.01 -5.77 0.13 0.15 0.00 -8.32 111111
FOR LOADING - 2
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
7 0.00000E+00 0.00000E+00 1.34973E+00 0.00000E+00 0.00000E+00 0.00000E+00
8 0.00000E+00 0.00000E+00 2.05246E+00 0.00000E+00 0.00000E+00 0.00000E+00
9 0.00000E+00 0.00000E+00 1.34973E+00 0.00000E+00 0.00000E+00 0.00000E+00
10 0.00000E+00 0.00000E+00 1.34973E+00 0.00000E+00 0.00000E+00 0.00000E+00
11 0.00000E+00 0.00000E+00 2.05246E+00 0.00000E+00 0.00000E+00 0.00000E+00
12 0.00000E+00 0.00000E+00 1.34973E+00 0.00000E+00 0.00000E+00 0.00000E+00
13 0.00000E+00 0.00000E+00 2.25433E+00 0.00000E+00 0.00000E+00 0.00000E+00
14 0.00000E+00 0.00000E+00 3.55941E+00 0.00000E+00 0.00000E+00 0.00000E+00
15 0.00000E+00 0.00000E+00 2.25433E+00 0.00000E+00 0.00000E+00 0.00000E+00
16 0.00000E+00 0.00000E+00 2.25433E+00 0.00000E+00 0.00000E+00 0.00000E+00
17 0.00000E+00 0.00000E+00 3.55941E+00 0.00000E+00 0.00000E+00 0.00000E+00
18 0.00000E+00 0.00000E+00 2.25433E+00 0.00000E+00 0.00000E+00 0.00000E+00
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2
LOADTYPE SEISMIC TITLE E@Z
CENTER OF FORCE BASED ON Z FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.379999979E+01
Y = 0.538800652E+01
Z = 0.199999999E+01
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = 25.64
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 138.15 MY= -97.43 MZ= 0.00
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***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = -25.64
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -138.15 MY= 97.43 MZ= 0.00
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2)
MAXIMUMS AT NODE
X = 4.64862E-05 12
Y = -1.87680E-03 17
Z = 2.72157E-01 17
RX= 3.16678E-04 12
RY= -1.96008E-07 7
RZ= 1.68648E-05 7
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1
1 0.00 0.00 0.00 0.00 0.00 0.00
0.12 6.62 4.20 8.68 0.00 -0.14 111111
2 0.00 0.00 0.00 0.00 0.00 0.00
0.00 8.16 4.42 8.93 0.00 0.00 111111
3 0.00 0.00 0.00 0.00 0.00 0.00
-0.12 6.62 4.20 8.68 0.00 0.14 111111
4 0.00 0.00 0.00 0.00 0.00 0.00
-0.12 -6.62 4.20 8.68 0.00 0.14 111111
5 0.00 0.00 0.00 0.00 0.00 0.00
0.00 -8.16 4.42 8.93 0.00 0.00 111111
6 0.00 0.00 0.00 0.00 0.00 0.00
0.12 -6.62 4.20 8.68 0.00 -0.14 111111
FOR LOADING - 3
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
7 0.00000E+00-2.06331E+01 0.00000E+00 7.05406E+00 0.00000E+00-6.36629E+00
8 0.00000E+00-3.06852E+01 0.00000E+00 7.05406E+00 0.00000E+00 0.00000E+00
9 0.00000E+00-2.06331E+01 0.00000E+00 7.05406E+00 0.00000E+00 6.36629E+00
10 0.00000E+00-2.06331E+01 0.00000E+00-7.05406E+00 0.00000E+00-6.36629E+00
11 0.00000E+00-3.06852E+01 0.00000E+00-7.05406E+00 0.00000E+00 0.00000E+00
12 0.00000E+00-2.06331E+01 0.00000E+00-7.05406E+00 0.00000E+00 6.36629E+00
13 0.00000E+00-1.67331E+01 0.00000E+00 5.72073E+00 0.00000E+00-5.16295E+00
14 0.00000E+00-2.48852E+01 0.00000E+00 5.72073E+00 0.00000E+00 0.00000E+00
15 0.00000E+00-1.67331E+01 0.00000E+00 5.72073E+00 0.00000E+00 5.16295E+00
16 0.00000E+00-1.67331E+01 0.00000E+00-5.72073E+00 0.00000E+00-5.16295E+00
17 0.00000E+00-2.48852E+01 0.00000E+00-5.72073E+00 0.00000E+00 0.00000E+00
18 0.00000E+00-1.67331E+01 0.00000E+00-5.72073E+00 0.00000E+00 5.16295E+00
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 3
LOADTYPE DEAD TITLE DL
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CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.379999979E+01
Y = 0.484344156E+01
Z = 0.199999999E+01
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 3 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -260.61
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 521.21 MY= 0.00 MZ= -990.30
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 3 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 260.61
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -521.21 MY= 0.00 MZ= 990.30
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 3)
MAXIMUMS AT NODE
X = -1.04573E-04 18
Y = -1.44728E-02 14
Z = 9.32736E-05 13
RX= -1.61086E-04 17
RY= 8.32153E-08 18
RZ= -1.18178E-04 13
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1
1 0.00 0.00 0.00 0.00 0.00 0.00
-0.70 -36.02 -0.86 -0.99 0.00 0.81 111111
2 0.00 0.00 0.00 0.00 0.00 0.00
0.00 -58.27 -0.88 -1.01 0.00 0.00 111111
3 0.00 0.00 0.00 0.00 0.00 0.00
0.70 -36.02 -0.86 -0.99 0.00 -0.81 111111
4 0.00 0.00 0.00 0.00 0.00 0.00
-0.70 -36.02 0.86 0.99 0.00 0.81 111111
5 0.00 0.00 0.00 0.00 0.00 0.00
0.00 -58.27 0.88 1.01 0.00 0.00 111111
6 0.00 0.00 0.00 0.00 0.00 0.00
0.70 -36.02 0.86 0.99 0.00 -0.81 111111
FOR LOADING - 4
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APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
7 0.00000E+00-1.10200E+01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
8 0.00000E+00-2.20400E+01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
9 0.00000E+00-1.10200E+01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
10 0.00000E+00-1.10200E+01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
11 0.00000E+00-2.20400E+01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
12 0.00000E+00-1.10200E+01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
13 0.00000E+00-7.22000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
14 0.00000E+00-1.44400E+01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
15 0.00000E+00-7.22000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
16 0.00000E+00-7.22000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
17 0.00000E+00-1.44400E+01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
18 0.00000E+00-7.22000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 4
LOADTYPE LIVE TITLE LL
CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.379999979E+01
Y = 0.468749993E+01
Z = 0.199999999E+01
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 4 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -145.92
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 291.84 MY= 0.00 MZ= -554.50
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 4 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 145.92
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -291.84 MY= 0.00 MZ= 554.50
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 4)
MAXIMUMS AT NODE
X = 9.11561E-06 13
Y = -8.63418E-03 14
Z = 1.93708E-06 17
RX= -1.32022E-06 14
RY= -6.46294E-08 18
RZ= -7.82934E-06 13
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EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1
1 0.00 0.00 0.00 0.00 0.00 0.00
-0.02 -18.46 0.00 0.00 0.00 0.03 111111
2 0.00 0.00 0.00 0.00 0.00 0.00
0.00 -36.04 0.01 0.01 0.00 0.00 111111
3 0.00 0.00 0.00 0.00 0.00 0.00
0.02 -18.46 0.00 0.00 0.00 -0.03 111111
4 0.00 0.00 0.00 0.00 0.00 0.00
-0.02 -18.46 0.00 0.00 0.00 0.03 111111
5 0.00 0.00 0.00 0.00 0.00 0.00
0.00 -36.04 -0.01 -0.01 0.00 0.00 111111
6 0.00 0.00 0.00 0.00 0.00 0.00
0.02 -18.46 0.00 0.00 0.00 -0.03 111111
FOR LOADING - 5
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 2.15094E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
4 2.15094E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
7 4.00360E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
10 4.00360E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
13 1.91765E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
16 1.91765E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 5
LOADTYPE WIND TITLE W@X
CENTER OF FORCE BASED ON X FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.000000000E+00
Y = 0.328006556E+01
Z = 0.199999999E+01
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 5 )
SUMMATION FORCE-X = 16.14
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= 32.29 MZ= -52.95
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 5 )
SUMMATION FORCE-X = -16.14
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = 0.00
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SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= -32.29 MZ= 52.95
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 5)
MAXIMUMS AT NODE
X = 9.68282E-02 13
Y = -4.28000E-04 18
Z = -6.34364E-05 7
RX= -7.25085E-06 7
RY= 1.63693E-06 10
RZ= -1.17241E-04 10
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1
1 2.15 0.00 0.00 0.00 0.00 0.00
1.86 1.95 0.05 0.05 0.00 -3.74 111111
2 0.00 0.00 0.00 0.00 0.00 0.00
2.22 0.00 0.00 0.00 0.00 -4.15 111111
3 0.00 0.00 0.00 0.00 0.00 0.00
1.84 -1.96 -0.05 -0.06 0.00 -3.72 111111
4 2.15 0.00 0.00 0.00 0.00 0.00
1.86 1.95 -0.05 -0.05 0.00 -3.74 111111
5 0.00 0.00 0.00 0.00 0.00 0.00
2.22 0.00 0.00 0.00 0.00 -4.15 111111
6 0.00 0.00 0.00 0.00 0.00 0.00
1.84 -1.96 0.05 0.06 0.00 -3.72 111111
FOR LOADING - 6
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00000E+00 0.00000E+00 2.04340E+00 0.00000E+00 0.00000E+00 0.00000E+00
2 0.00000E+00 0.00000E+00 4.08679E+00 0.00000E+00 0.00000E+00 0.00000E+00
3 0.00000E+00 0.00000E+00 2.04340E+00 0.00000E+00 0.00000E+00 0.00000E+00
7 0.00000E+00 0.00000E+00 3.80342E+00 0.00000E+00 0.00000E+00 0.00000E+00
8 0.00000E+00 0.00000E+00 7.60685E+00 0.00000E+00 0.00000E+00 0.00000E+00
9 0.00000E+00 0.00000E+00 3.80342E+00 0.00000E+00 0.00000E+00 0.00000E+00
13 0.00000E+00 0.00000E+00 1.82177E+00 0.00000E+00 0.00000E+00 0.00000E+00
14 0.00000E+00 0.00000E+00 3.64353E+00 0.00000E+00 0.00000E+00 0.00000E+00
15 0.00000E+00 0.00000E+00 1.82177E+00 0.00000E+00 0.00000E+00 0.00000E+00
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 6
LOADTYPE WIND TITLE W@Z
CENTER OF FORCE BASED ON Z FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.379999979E+01
Y = 0.328006552E+01
Z = 0.000000000E+00
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***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 6 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = 30.67
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 100.61 MY= -116.56 MZ= 0.00
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 6 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = -30.67
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -100.61 MY= 116.56 MZ= 0.00
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 6)
MAXIMUMS AT NODE
X = 1.44829E-04 12
Y = -1.16827E-03 17
Z = 1.96234E-01 14
RX= 2.26628E-04 9
RY= -1.51064E-06 10
RZ= -1.25110E-05 9
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1
1 0.00 0.00 2.04 0.00 0.00 0.00
0.09 4.31 3.70 7.42 0.00 -0.10 111111
2 0.00 0.00 4.09 0.00 0.00 0.00
0.00 5.31 3.86 7.62 0.00 0.00 111111
3 0.00 0.00 2.04 0.00 0.00 0.00
-0.09 4.31 3.70 7.42 0.00 0.10 111111
4 0.00 0.00 0.00 0.00 0.00 0.00
-0.09 -4.31 3.69 7.41 0.00 0.11 111111
5 0.00 0.00 0.00 0.00 0.00 0.00
0.00 -5.31 3.86 7.60 0.00 0.00 111111
6 0.00 0.00 0.00 0.00 0.00 0.00
0.09 -4.31 3.69 7.41 0.00 -0.11 111111
************ END OF DATA FROM INTERNAL STORAGE ************
92. FINISH
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STAAD SPACE -- PAGE NO. 51
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STAAD SPACE -- PAGE NO. 52
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= NOV 13,2014 TIME= 22:27:25 ****
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