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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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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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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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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. 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
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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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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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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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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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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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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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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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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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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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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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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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=====================================================================
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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=====================================================================
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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=====================================================================
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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=====================================================================
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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=====================================================================
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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=====================================================================
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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=====================================================================
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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=====================================================================
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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=====================================================================
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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=====================================================================
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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=====================================================================
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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=====================================================================
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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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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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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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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====================================================================
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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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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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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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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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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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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*********** END OF THE STAAD.Pro RUN ***********
**** DATE= NOV 13,2014 TIME= 22:27:25 ****
************************************************************ * For technical assistance on STAAD.Pro, please visit * * http://selectservices.bentley.com/en-US/ *
* * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright © 1997-2013 Bentley Systems, Inc. * http://www.bentley.com * ************************************************************
