RAMP PAGE NO. 1 **************************************************** * * * STAAD.Pro V8i SELECTseries5 * * Version 20.07.10.41 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= FEB 4, 2015 * * Time= 1:32: 1 * * * * USER ID: 3Axes Engineering Services * **************************************************** 1. STAAD SPACEINPUT FILE: RAMP.STD 2. START JOB INFORMATION 3. ENGINEER DATE 03-FEB-15 4. JOB NAME KAMLAPUR RAILWAY STATION RAMP 5. JOB CLIENT SOUTH CENTRAL RAILWAY 6. JOB REV 0 7. JOB PART 1 8. JOB REF ABC 9. JOB NO 201505 10. ENGINEER NAME ZAFAR 11. END JOB INFORMATION 12. INPUT WIDTH 79 13. UNIT METER KN 14. JOINT COORDINATES 15. 4 -15.2 -3.5 5.4; 5 -15.2 -3.5 7.7; 6 -15.2 -3.5 10; 7 -9.2 -3.5 5.4 16. 8 -9.2 -3.5 7.7; 9 -9.2 -3.5 10; 10 -3.2 -3.5 5.4; 11 -3.2 -3.5 7.7 17. 12 -3.2 -3.5 10; 13 -2 -3.5 5.4; 14 -2 -3.5 7.7; 15 -2 -3.5 10; 16 4 -3.5 5.4 18. 17 4 -3.5 7.7; 18 4 -3.5 10; 19 10 -3.5 5.4; 20 10 -3.5 7.7; 21 10 -3.5 10 19. 101 10 0 5.4; 102 -3.2 1 5.4; 103 -2 1 5.4; 104 4 0.5 5.4; 105 10 0 7.7 20. 106 4 0.5 7.7; 107 -2 1 7.7; 108 -3.2 1 7.7; 109 -9.2 1.5 7.7; 110 10 0 10 21. 111 4 0.5 10; 112 -2 1 10; 113 -3.2 1 10; 114 -9.2 1.5 10; 115 -15.2 2 10 22. 116 -16.4 2 10; 201 -15.2 2 5.4; 202 -16.4 2 5.4; 203 -9.2 2.5 5.4 23. 204 -2 3 5.4; 205 -3.2 3 5.4; 206 4 3.5 5.4; 207 10 4 5.4; 208 -15.2 2 7.7 24. 209 -16.4 2 7.7; 210 -9.2 2.5 7.7; 211 -2 3 7.7; 212 -3.2 3 7.7; 213 4 3.5 7.7 25. 214 10 4 7.7 26. MEMBER INCIDENCES 27. 1 101 19; 2 105 20; 3 110 21; 4 104 16; 5 106 17; 6 111 18; 7 102 10; 8 103 13 28. 9 108 11; 10 107 14; 11 113 12; 12 112 15; 13 109 8; 14 114 9; 16 201 4 29. 17 208 5; 20 115 6; 21 203 7; 22 101 207; 23 102 205; 24 103 204; 25 104 206 30. 26 108 212; 27 107 211; 28 105 214; 29 109 210; 30 106 213; 62 113 108 31. 101 209 208; 102 208 109; 103 108 107; 104 107 106; 105 109 108; 106 106 105 32. 107 116 209; 108 115 208; 109 109 114; 110 107 112; 111 106 111; 112 105 110 33. 113 116 115; 114 115 114; 115 113 112; 116 112 111; 117 114 113; 118 111 110 34. 201 202 201; 202 201 203; 203 205 204; 204 204 206; 205 203 205; 206 206 207 35. 207 209 202; 208 208 201; 209 206 213; 210 203 210; 211 205 212; 212 204 211 36. 213 207 214; 214 208 210; 215 212 211; 216 211 213; 217 210 212; 218 213 214 37. 249 108 102; 251 107 103; 253 106 104; 254 105 101; 255 102 103 38. ELEMENT INCIDENCES SHELL STAAD SPACE -- PAGE NO. 2 39. 240 201 203 210 208; 241 203 205 212 210; 242 204 206 213 211 40. 243 206 207 214 213; 244 208 109 114 115; 245 109 108 113 114 41. 246 107 106 111 112; 247 106 105 110 111 42. ELEMENT PROPERTY 43. 240 TO 247 THICKNESS 0.15 44. DEFINE MATERIAL START 45. ISOTROPIC CONCRETE 46. E 2.5E+007 47. POISSON 0.17 48. DENSITY 24.5616 49. ALPHA 1E-005 50. DAMP 0.05 51. TYPE CONCRETE 52. STRENGTH FCU 25000 53. END DEFINE MATERIAL 54. MEMBER PROPERTY AMERICAN 55. 62 101 TO 118 201 TO 218 249 251 253 TO 255 PRIS YD 0.45 ZD 0.3 56. MEMBER PROPERTY 57. 1 TO 14 16 17 20 TO 30 PRIS YD 0.45 ZD 0.3 58. CONSTANTS 59. MATERIAL CONCRETE ALL 60. SUPPORTS 61. 4 TO 21 FIXED 62. MEMBER RELEASE 63. 207 END MY MZ 64. 107 START MY MZ 65. DEFINE 1893 LOAD 66. ZONE 0.1 RF 3 I 1.5 SS 1 ST 1 PX 0.134 PZ 0.272 DT 6.9 67. SELFWEIGHT 1 68. MEMBER WEIGHT 69. 102 TO 107 113 114 116 TO 118 201 TO 207 214 TO 218 255 UNI 5.52 70. ONEWAY LOAD **WARNING** about Floor/OneWay Loads/Weights. Please note that depending on the shape of the floor you may have to break up the FLOOR/ONEWAY LOAD into multiple commands. For details please refer to Technical Reference Manual Section 5.32.4.2 Note d and/or "5.32.4.3 Note f. 71. YRANGE 0 2 ONE 5.75 XRANGE -16.4 -15.2 ZRANGE 5.4 10 72. FLOOR WEIGHT 73. YRANGE 3 3 FLOAD 5.75 XRANGE -3.2 -2 ZRANGE 5.4 7.7 74. ONEWAY LOAD 75. YRANGE 1 1 ONE 5.75 XRANGE -3.2 -2 ZRANGE 7.7 10 76. ELEMENT WEIGHT 77. 240 TO 247 PRESSURE 2 78. LOAD 1 LOADTYPE SEISMIC TITLE EQ+X 79. 1893 LOAD X 1 80. PERFORM ANALYSIS STAAD SPACE -- PAGE NO. 3 P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 48 NUMBER OF MEMBERS 69 NUMBER OF PLATES 8 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 18 SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER ORIGINAL/FINAL BAND-WIDTH= 40/ 10/ 54 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 180 SIZE OF STIFFNESS MATRIX = 10 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.2/ 22771.7 MB ********************************************************* * * * TIME PERIOD FOR X 1893 LOADING = 0.13400 SEC * * SA/G PER 1893= 2.500, LOAD FACTOR= 1.000 * * FACTOR V PER 1893 AT GL= 0.0625 X 2126.78 * * FACTOR V PER 1893 AT 30 M= 0.0313 X 2126.78 * * FACTOR V PER 1893= 0.0553 X 2126.78 * * * ********************************************************* 81. CHANGE 82. LOAD 2 LOADTYPE SEISMIC TITLE EQ-X 83. 1893 LOAD X -1. 84. PERFORM ANALYSIS ********************************************************* * * * TIME PERIOD FOR X 1893 LOADING = 0.13400 SEC * * SA/G PER 1893= 2.500, LOAD FACTOR=-1.000 * * FACTOR V PER 1893 AT GL= 0.0625 X 2126.78 * * FACTOR V PER 1893 AT 30 M= 0.0313 X 2126.78 * * FACTOR V PER 1893= 0.0553 X 2126.78 * * * ********************************************************* 85. CHANGE 86. LOAD 3 LOADTYPE SEISMIC TITLE EQ+Z 87. 1893 LOAD Z 1 STAAD SPACE -- PAGE NO. 4 88. PERFORM ANALYSIS ********************************************************* * * * TIME PERIOD FOR Z 1893 LOADING = 0.27200 SEC * * SA/G PER 1893= 2.500, LOAD FACTOR= 1.000 * * FACTOR V PER 1893 AT GL= 0.0625 X 2126.78 * * FACTOR V PER 1893 AT 30 M= 0.0313 X 2126.78 * * FACTOR V PER 1893= 0.0553 X 2126.78 * * * ********************************************************* 89. CHANGE 90. LOAD 4 LOADTYPE SEISMIC TITLE EQ-Z 91. 1893 LOAD Z -1. 92. PERFORM ANALYSIS ********************************************************* * * * TIME PERIOD FOR Z 1893 LOADING = 0.27200 SEC * * SA/G PER 1893= 2.500, LOAD FACTOR=-1.000 * * FACTOR V PER 1893 AT GL= 0.0625 X 2126.78 * * FACTOR V PER 1893 AT 30 M= 0.0313 X 2126.78 * * FACTOR V PER 1893= 0.0553 X 2126.78 * * * ********************************************************* 93. CHANGE 94. LOAD 5 LOADTYPE DEAD TITLE DL 95. SELFWEIGHT Y -1 96. MEMBER LOAD 97. 102 TO 107 113 114 116 TO 118 201 TO 207 214 TO 218 255 UNI Y -5.52 98. ONEWAY LOAD 99. YRANGE 0 2 ONE -4.75 XRANGE -16.4 -15.2 ZRANGE 5.4 10 GY 100. FLOOR LOAD 101. YRANGE 3 3 FLOAD -4.75 XRANGE -3.2 -2 ZRANGE 5.4 7.7 GY STAAD SPACE -- PAGE NO. 5 102. ONEWAY LOAD 103. YRANGE 1 1 ONE -4.75 XRANGE -3.2 -2 ZRANGE 7.7 10 GY 104. ELEMENT LOAD 105. 240 TO 247 PR GY -1. 106. LOAD 6 LOADTYPE LIVE TITLE LL 107. ELEMENT LOAD 108. 240 TO 247 PR GY -4 109. *LOAD COMBINATION 110. LOAD COMB 7 DL+LL 111. 5 1.0 6 1.0 112. LOAD COMB 8 1.2DL+0.8LL+0.8EQX 113. 5 1.0 6 0.8 1 0.8 114. LOAD COMB 9 1.2DL+0.8LL+0.8EQ-X 115. 5 1.0 6 0.8 2 0.8 116. LOAD COMB 10 1.2DL+0.8LL+0.8EQZ 117. 5 1.0 6 0.8 3 0.8 118. LOAD COMB 11 1.2DL+0.8LL+0.8EQ-Z 119. 5 1.0 6 0.8 4 0.8 120. LOAD COMB 12 1.2DL+0.8LL-0.8EQX 121. 5 1.0 6 0.8 1 -0.8 122. LOAD COMB 13 1.2DL+0.8LL-0.8EQ-X 123. 5 1.0 6 0.8 2 -0.8 124. LOAD COMB 14 1.2DL+0.8LL-0.8EQZ 125. 5 1.0 6 0.8 3 -0.8 126. LOAD COMB 15 1.2DL+0.8LL-0.8EQ-Z 127. 5 1.0 6 0.8 4 -0.8 128. ************************** 129. LOAD COMB 16 1.5(DL+LL) 130. 5 1.5 6 1.5 131. LOAD COMB 17 1.2(DL+LL+EQX) 132. 5 1.2 6 1.2 1 1.2 133. LOAD COMB 18 1.2(DL+LL+EQ-X) 134. 5 1.2 6 1.2 2 1.2 135. LOAD COMB 19 1.2(DL+LL+EQZ) 136. 5 1.2 6 1.2 3 1.2 137. LOAD COMB 20 1.2(DL+LL+EQ-Z) 138. 5 1.2 6 1.2 4 1.2 139. LOAD COMB 21 1.2(DL+LL-EQX) 140. 5 1.2 6 1.2 1 -1.2 141. LOAD COMB 22 1.2(DL+LL-EQ-X) 142. 5 1.2 6 1.2 2 -1.2 143. LOAD COMB 23 1.2(DL+LL-EQZ) 144. 5 1.2 6 1.2 3 -1.2 145. LOAD COMB 24 1.2(DL+LL-EQ-Z) 146. 5 1.2 6 1.2 4 -1.2 147. LOAD COMB 25 1.5(DL+EQX) 148. 5 1.5 1 1.5 149. LOAD COMB 26 1.5(DL+EQ-X) 150. 5 1.5 2 1.5 151. LOAD COMB 27 1.5(DL+EQZ) 152. 5 1.5 3 1.5 153. LOAD COMB 28 1.5(DL+EQ-Z) 154. 5 1.5 4 1.5 STAAD SPACE -- PAGE NO. 6 155. LOAD COMB 29 1.5(DL-EQX) 156. 5 1.5 1 -1.5 157. LOAD COMB 30 1.5(DL-EQ-X) 158. 5 1.5 2 -1.5 159. LOAD COMB 31 1.5(DL-EQZ) 160. 5 1.5 3 -1.5 161. LOAD COMB 32 1.5(DL-EQ-Z) 162. 5 1.5 4 -1.5 163. LOAD COMB 33 0.9DL+1.5EQX 164. 5 0.9 1 1.5 165. LOAD COMB 34 0.9DL+1.5EQ-X 166. 5 0.9 2 1.5 167. LOAD COMB 35 0.9DL+1.5EQZ 168. 5 0.9 3 1.5 169. LOAD COMB 36 0.9DL+1.5EQ-Z 170. 5 0.9 4 1.5 171. LOAD COMB 37 0.9DL-1.5EQX 172. 5 0.9 1 -1.5 173. LOAD COMB 38 0.9DL-1.5EQ-X 174. 5 0.9 2 -1.5 175. LOAD COMB 39 0.9DL-1.5EQZ 176. 5 0.9 3 -1.5 177. LOAD COMB 40 0.9DL-1.5EQ-Z 178. 5 0.9 4 -1.5 179. PERFORM ANALYSIS 180. DEFINE ENVELOPE 181. 7 TO 15 ENVELOPE 1 TYPE SERVICEABILITY 182. 16 TO 40 ENVELOPE 2 TYPE STRENGTH 183. END DEFINE ENVELOPE 184. ***********LOAD END****************************** 185. START CONCRETE DESIGN STAAD SPACE -- PAGE NO. 7 CONCRETE DESIGN 186. CODE INDIAN 187. FC 25000 ALL 188. FYMAIN 500000 ALL 189. FYSEC 500000 ALL 190. START BAR COMBINATION 191. MD1 12 ALL 192. MD2 20 ALL 193. END BAR COMBINATION 194. METHOD 1 MEMB 1 TO 14 16 17 20 TO 30 195. DESIGN COLUMN 1 TO 14 16 17 20 TO 30 STAAD SPACE -- PAGE NO. 8 ============================================================================ C O L U M N N O. 1 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 3500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 35 END JOINT: 19 SHORT COLUMN REQD. STEEL AREA : 202.94 Sq.mm. REQD. CONCRETE AREA: 25367.15 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1592.57 Muz1 : 24.82 Muy1 : 16.51 INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 35 END JOINT: 19 Puz : 1847.86 Muz : 79.29 Muy : 49.46 IR: 0.32 ============================================================================ ============================================================================ C O L U M N N O. 2 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 3500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 33 END JOINT: 20 SHORT COLUMN STAAD SPACE -- PAGE NO. 9 REQD. STEEL AREA : 259.51 Sq.mm. REQD. CONCRETE AREA: 32438.76 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1613.15 Muz1 : 44.38 Muy1 : 28.95 INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 33 END JOINT: 20 Puz : 1847.86 Muz : 92.74 Muy : 57.60 IR: 0.47 ============================================================================ ============================================================================ C O L U M N N O. 3 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 3500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 27 END JOINT: 110 SHORT COLUMN REQD. STEEL AREA : 495.58 Sq.mm. REQD. CONCRETE AREA: 61947.49 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1699.02 Muz1 : 56.77 Muy1 : 36.42 INTERACTION RATIO: 0.98 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 27 END JOINT: 110 Puz : 1847.86 Muz : 87.72 Muy : 54.58 IR: 0.64 STAAD SPACE -- PAGE NO. 10 ============================================================================ ============================================================================ C O L U M N N O. 4 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 35 SHORT(Z) /BRACED LONG(Y) REQD. STEEL AREA : 212.59 Sq.mm. REQD. CONCRETE AREA: 26574.36 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1596.08 Muz1 : 33.76 Muy1 : 22.19 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 35 Puz : 1847.86 Muz : 86.50 Muy : 53.84 IR: 0.41 ============================================================================ ============================================================================ C O L U M N N O. 5 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 16 SHORT(Z) /BRACED LONG(Y) STAAD SPACE -- PAGE NO. 11 REQD. STEEL AREA : 281.30 Sq.mm. REQD. CONCRETE AREA: 35161.89 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1621.07 Muz1 : 82.03 Muy1 : 53.38 INTERACTION RATIO: 0.34 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 26 Puz : 1847.86 Muz : 115.18 Muy : 71.24 IR: 0.50 ============================================================================ ============================================================================ C O L U M N N O. 6 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 36 SHORT(Z) /BRACED LONG(Y) REQD. STEEL AREA : 310.42 Sq.mm. REQD. CONCRETE AREA: 38803.06 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1631.67 Muz1 : 41.88 Muy1 : 27.26 INTERACTION RATIO: 0.98 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 36 Puz : 1847.86 Muz : 86.89 Muy : 54.08 IR: 0.49 STAAD SPACE -- PAGE NO. 12 ============================================================================ ============================================================================ C O L U M N N O. 7 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 35 SHORT(Z) /BRACED LONG(Y) REQD. STEEL AREA : 373.31 Sq.mm. REQD. CONCRETE AREA: 46663.87 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1654.54 Muz1 : 41.89 Muy1 : 27.19 INTERACTION RATIO: 0.98 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 35 Puz : 1847.86 Muz : 82.38 Muy : 51.33 IR: 0.52 ============================================================================ ============================================================================ C O L U M N N O. 8 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 35 SHORT(Z) /BRACED LONG(Y) STAAD SPACE -- PAGE NO. 13 REQD. STEEL AREA : 371.97 Sq.mm. REQD. CONCRETE AREA: 46495.68 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1654.05 Muz1 : 39.97 Muy1 : 25.99 INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 35 Puz : 1847.86 Muz : 80.70 Muy : 50.31 IR: 0.50 ============================================================================ ============================================================================ C O L U M N N O. 9 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 36 SHORT(Z) /BRACED LONG(Y) REQD. STEEL AREA : 303.98 Sq.mm. REQD. CONCRETE AREA: 37997.42 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1629.32 Muz1 : 46.44 Muy1 : 30.18 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 36 Puz : 1847.86 Muz : 91.53 Muy : 56.89 IR: 0.53 STAAD SPACE -- PAGE NO. 14 ============================================================================ ============================================================================ C O L U M N N O. 10 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 36 SHORT(Z) /BRACED LONG(Y) REQD. STEEL AREA : 279.27 Sq.mm. REQD. CONCRETE AREA: 34908.60 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1620.33 Muz1 : 44.43 Muy1 : 28.94 INTERACTION RATIO: 0.98 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 36 Puz : 1847.86 Muz : 91.41 Muy : 56.82 IR: 0.50 ============================================================================ ============================================================================ C O L U M N N O. 11 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 35 SHORT(Z) /BRACED LONG(Y) STAAD SPACE -- PAGE NO. 15 REQD. STEEL AREA : 447.47 Sq.mm. REQD. CONCRETE AREA: 55933.41 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1681.52 Muz1 : 52.03 Muy1 : 33.50 INTERACTION RATIO: 0.98 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 35 Puz : 1847.86 Muz : 86.58 Muy : 53.89 IR: 0.60 ============================================================================ ============================================================================ C O L U M N N O. 12 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 36 SHORT(Z) /BRACED LONG(Y) REQD. STEEL AREA : 486.74 Sq.mm. REQD. CONCRETE AREA: 60842.31 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1695.80 Muz1 : 47.93 Muy1 : 30.86 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 28 Puz : 1847.86 Muz : 86.21 Muy : 53.66 IR: 0.62 STAAD SPACE -- PAGE NO. 16 ============================================================================ ============================================================================ C O L U M N N O. 13 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 5000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 16 SHORT(Z) /BRACED LONG(Y) REQD. STEEL AREA : 272.77 Sq.mm. REQD. CONCRETE AREA: 34095.73 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1617.97 Muz1 : 80.40 Muy1 : 52.33 INTERACTION RATIO: 0.45 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 36 Puz : 1847.86 Muz : 103.53 Muy : 63.95 IR: 0.47 ============================================================================ ============================================================================ C O L U M N N O. 14 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 5000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 36 SHORT(Z) /BRACED LONG(Y) STAAD SPACE -- PAGE NO. 17 REQD. STEEL AREA : 386.79 Sq.mm. REQD. CONCRETE AREA: 48349.01 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1659.45 Muz1 : 46.89 Muy1 : 30.34 INTERACTION RATIO: 0.98 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 36 Puz : 1847.86 Muz : 86.07 Muy : 53.57 IR: 0.56 ============================================================================ ============================================================================ C O L U M N N O. 16 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 5500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 36 BRACED LONG COLUMN REQD. STEEL AREA : 352.83 Sq.mm. REQD. CONCRETE AREA: 44104.18 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1647.09 Muz1 : 48.47 Muy1 : 31.40 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 28 Puz : 1847.86 Muz : 98.40 Muy : 60.95 IR: 0.56 STAAD SPACE -- PAGE NO. 18 ============================================================================ ============================================================================ C O L U M N N O. 17 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 5500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 36 BRACED LONG COLUMN REQD. STEEL AREA : 323.17 Sq.mm. REQD. CONCRETE AREA: 40396.21 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1636.30 Muz1 : 51.72 Muy1 : 33.55 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 28 Puz : 1847.86 Muz : 107.01 Muy : 66.03 IR: 0.56 ============================================================================ ============================================================================ C O L U M N N O. 20 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 5500.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 36 BRACED LONG COLUMN STAAD SPACE -- PAGE NO. 19 REQD. STEEL AREA : 389.03 Sq.mm. REQD. CONCRETE AREA: 48629.02 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1660.26 Muz1 : 45.65 Muy1 : 29.54 INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 36 Puz : 1847.86 Muz : 84.75 Muy : 52.77 IR: 0.54 ============================================================================ ============================================================================ C O L U M N N O. 21 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 6000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 35 BRACED LONG COLUMN REQD. STEEL AREA : 197.98 Sq.mm. REQD. CONCRETE AREA: 24747.64 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1590.77 Muz1 : 34.57 Muy1 : 22.72 INTERACTION RATIO: 0.98 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 28 Puz : 1847.86 Muz : 102.60 Muy : 63.44 IR: 0.45 STAAD SPACE -- PAGE NO. 20 ============================================================================ ============================================================================ C O L U M N N O. 22 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 27 SHORT(Z) /BRACED LONG(Y) REQD. STEEL AREA : 310.02 Sq.mm. REQD. CONCRETE AREA: 38752.16 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1631.52 Muz1 : 40.37 Muy1 : 26.29 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 27 Puz : 1847.86 Muz : 85.54 Muy : 53.25 IR: 0.49 ============================================================================ ============================================================================ C O L U M N N O. 23 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 205 SHORT COLUMN STAAD SPACE -- PAGE NO. 21 REQD. STEEL AREA : 214.32 Sq.mm. REQD. CONCRETE AREA: 26790.17 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1596.71 Muz1 : 36.46 Muy1 : 23.92 INTERACTION RATIO: 0.98 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 25 END JOINT: 205 Puz : 1847.86 Muz : 87.34 Muy : 54.35 IR: 0.58 ============================================================================ ============================================================================ C O L U M N N O. 24 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 204 SHORT COLUMN REQD. STEEL AREA : 237.35 Sq.mm. REQD. CONCRETE AREA: 29668.17 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1605.08 Muz1 : 38.70 Muy1 : 25.32 INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 26 END JOINT: 204 Puz : 1847.86 Muz : 87.21 Muy : 54.27 IR: 0.56 STAAD SPACE -- PAGE NO. 22 ============================================================================ ============================================================================ C O L U M N N O. 25 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 3000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 16 END JOINT: 104 SHORT COLUMN REQD. STEEL AREA : 142.31 Sq.mm. REQD. CONCRETE AREA: 17788.91 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1570.52 Muz1 : 49.04 Muy1 : 32.24 INTERACTION RATIO: 0.14 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 34 END JOINT: 206 Puz : 1847.86 Muz : 87.80 Muy : 54.63 IR: 0.41 ============================================================================ ============================================================================ C O L U M N N O. 26 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 28 END JOINT: 212 SHORT COLUMN STAAD SPACE -- PAGE NO. 23 REQD. STEEL AREA : 302.42 Sq.mm. REQD. CONCRETE AREA: 37802.27 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1628.75 Muz1 : 40.04 Muy1 : 26.10 INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 25 END JOINT: 212 Puz : 1847.86 Muz : 87.20 Muy : 54.26 IR: 0.59 ============================================================================ ============================================================================ C O L U M N N O. 27 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 27 END JOINT: 211 SHORT COLUMN REQD. STEEL AREA : 324.01 Sq.mm. REQD. CONCRETE AREA: 40501.12 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1636.61 Muz1 : 45.73 Muy1 : 29.70 INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 26 END JOINT: 211 Puz : 1847.86 Muz : 87.18 Muy : 54.25 IR: 0.57 STAAD SPACE -- PAGE NO. 24 ============================================================================ ============================================================================ C O L U M N N O. 28 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 4000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 27 SHORT(Z) /BRACED LONG(Y) REQD. STEEL AREA : 454.92 Sq.mm. REQD. CONCRETE AREA: 56864.38 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1684.23 Muz1 : 56.22 Muy1 : 36.16 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 27 Puz : 1847.86 Muz : 90.16 Muy : 56.07 IR: 0.65 ============================================================================ ============================================================================ C O L U M N N O. 29 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 1000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 16 END JOINT: 109 SHORT COLUMN STAAD SPACE -- PAGE NO. 25 REQD. STEEL AREA : 129.33 Sq.mm. REQD. CONCRETE AREA: 16165.85 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1565.79 Muz1 : 45.25 Muy1 : 29.80 INTERACTION RATIO: 0.25 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 33 END JOINT: 210 Puz : 1847.86 Muz : 87.22 Muy : 54.28 IR: 0.48 ============================================================================ ============================================================================ C O L U M N N O. 30 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 3000.0 mm CROSS SECTION: 300.0 mm X 450.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: 36 END JOINT: 213 SHORT COLUMN REQD. STEEL AREA : 145.63 Sq.mm. REQD. CONCRETE AREA: 18203.68 Sq.mm. MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.67%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------- Puz : 1571.72 Muz1 : 27.05 Muy1 : 17.94 INTERACTION RATIO: 0.95 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------- WORST LOAD CASE: 34 END JOINT: 213 Puz : 1847.86 Muz : 87.26 Muy : 54.30 IR: 0.42 STAAD SPACE -- PAGE NO. 26 ============================================================================ ********************END OF COLUMN DESIGN RESULTS******************** 196. CONCRETE TAKE 197. DESIGN BEAM 62 101 TO 118 201 TO 218 249 251 253 TO 255 STAAD SPACE -- PAGE NO. 27 ============================================================================ B E A M N O. 62 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2300.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 213.69 213.69 0.00 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 2-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 28 OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 575.0 | 575.0- 1725.0 | 1725.0- 2300.0 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT ----------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM START SUPPORT VY = 21.10 MX = -1.36 LD= 27 Provide 2 Legged 8 @ 150 mm c/c SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM END SUPPORT VY = -18.06 MX = -0.78 LD= 31 Provide 2 Legged 8 @ 150 mm c/c ============================================================================ ============================================================================ B E A M N O. 101 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 1200.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm STAAD SPACE -- PAGE NO. 29 SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 300.0 mm 600.0 mm 900.0 mm 1200.0 mm ---------------------------------------------------------------------------- TOP 213.69 213.69 213.69 231.45 320.27 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 0.00 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 300.0 mm 600.0 mm 900.0 mm 1200.0 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 2-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 300.0 | 300.0- 900.0 | 900.0- 1200.0 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 2-12 | 2-12 | 3-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 320.27 | Prov| 226.29 | 226.29 | 339.43 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 30 SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT ----------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT 644.0 mm AWAY FROM END SUPPORT VY = -46.74 MX = 1.09 LD= 28 Provide 2 Legged 8 @ 150 mm c/c ============================================================================ ============================================================================ B E A M N O. 102 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 6020.8 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 1505.2 mm 3010.4 mm 4515.6 mm 6020.8 mm ---------------------------------------------------------------------------- TOP 236.73 213.69 0.00 213.69 283.72 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 0.00 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 1505.2 mm 3010.4 mm 4515.6 mm 6020.8 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 2-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 2-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 31 OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 1505.2 | 1505.2- 4515.6 | 4515.6- 6020.8 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 3-12 | 2-12 | 3-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 236.73 | 213.69 | 283.72 | Prov| 339.43 | 226.29 | 339.43 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- ============================================================================ ============================================================================ B E A M N O. 103 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 1200.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 300.0 mm 600.0 mm 900.0 mm 1200.0 mm ---------------------------------------------------------------------------- TOP 213.69 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 213.69 0.00 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 32 SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 300.0 mm 600.0 mm 900.0 mm 1200.0 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 3-12 2-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 300.0 | 300.0- 900.0 | 900.0- 1200.0 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 2-12 | 3-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 339.43 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 0.00 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT ----------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT 644.0 mm AWAY FROM START SUPPORT VY = -26.17 MX = 0.32 LD= 30 Provide 2 Legged 8 @ 150 mm c/c SHEAR DESIGN RESULTS AT 644.0 mm AWAY FROM END SUPPORT VY = 27.30 MX = -0.30 LD= 29 Provide 2 Legged 8 @ 150 mm c/c ============================================================================ STAAD SPACE -- PAGE NO. 33 ============================================================================ B E A M N O. 104 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 6020.8 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 1505.2 mm 3010.4 mm 4515.6 mm 6020.8 mm ---------------------------------------------------------------------------- TOP 253.74 213.69 0.00 213.69 280.81 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 0.00 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 1505.2 mm 3010.4 mm 4515.6 mm 6020.8 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 2-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 2-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 34 OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 1505.2 | 1505.2- 4515.6 | 4515.6- 6020.8 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 3-12 | 2-12 | 3-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 253.74 | 213.69 | 280.81 | Prov| 339.43 | 226.29 | 339.43 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- ============================================================================ ============================================================================ B E A M N O. 105 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 6020.8 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 1505.2 mm 3010.4 mm 4515.6 mm 6020.8 mm ---------------------------------------------------------------------------- TOP 269.80 213.69 0.00 213.69 255.83 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 213.69 213.69 213.69 0.00 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 35 SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 1505.2 mm 3010.4 mm 4515.6 mm 6020.8 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 2-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 3-12 3-12 3-12 2-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 1505.2 | 1505.2- 4515.6 | 4515.6- 6020.8 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 3-12 | 2-12 | 3-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 269.80 | 213.69 | 255.83 | Prov| 339.43 | 226.29 | 339.43 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- ============================================================================ ============================================================================ B E A M N O. 106 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 6020.8 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm STAAD SPACE -- PAGE NO. 36 SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 1505.2 mm 3010.4 mm 4515.6 mm 6020.8 mm ---------------------------------------------------------------------------- TOP 302.98 213.69 0.00 213.69 275.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 213.69 213.69 213.69 0.00 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 1505.2 mm 3010.4 mm 4515.6 mm 6020.8 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 2-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 3-12 3-12 3-12 2-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 1505.2 | 1505.2- 4515.6 | 4515.6- 6020.8 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 3-12 | 2-12 | 3-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 302.98 | 213.69 | 275.69 | Prov| 339.43 | 226.29 | 339.43 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- ============================================================================ STAAD SPACE -- PAGE NO. 37 ============================================================================ B E A M N O. 107 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2300.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 213.69 0.00 0.00 0.00 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 3-12 2-12 2-12 2-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 38 OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 575.0 | 575.0- 1725.0 | 1725.0- 2300.0 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 0.00 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 3-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 339.43 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- ============================================================================ ============================================================================ B E A M N O. 108 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2300.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 213.69 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 39 SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 575.0 | 575.0- 1725.0 | 1725.0- 2300.0 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT ----------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM START SUPPORT VY = 16.53 MX = -0.03 LD= 27 Provide 2 Legged 8 @ 150 mm c/c SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM END SUPPORT VY = -17.39 MX = -1.80 LD= 28 Provide 2 Legged 8 @ 150 mm c/c ============================================================================ STAAD SPACE -- PAGE NO. 40 ============================================================================ B E A M N O. 109 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2300.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 213.69 213.69 0.00 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 2-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 41 OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 575.0 | 575.0- 1725.0 | 1725.0- 2300.0 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT ----------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM START SUPPORT VY = 15.27 MX = -0.50 LD= 31 Provide 2 Legged 8 @ 150 mm c/c SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM END SUPPORT VY = -17.46 MX = 0.05 LD= 32 Provide 2 Legged 8 @ 150 mm c/c ============================================================================ ============================================================================ B E A M N O. 110 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2300.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm STAAD SPACE -- PAGE NO. 42 SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 213.69 213.69 0.00 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 2-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 575.0 | 575.0- 1725.0 | 1725.0- 2300.0 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 43 SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT ----------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM START SUPPORT VY = -10.03 MX = 1.70 LD= 32 Provide 2 Legged 8 @ 150 mm c/c SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM END SUPPORT VY = -20.85 MX = 1.70 LD= 32 Provide 2 Legged 8 @ 150 mm c/c ============================================================================ ============================================================================ B E A M N O. 111 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2300.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 213.69 213.69 0.00 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) BOTTOM 213.69 213.69 213.69 213.69 213.69 REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) ---------------------------------------------------------------------------- SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------- SECTION 0.0 mm 575.0 mm 1150.0 mm 1725.0 mm 2300.0 mm ---------------------------------------------------------------------------- TOP 3-12 3-12 2-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) BOTTOM 3-12 3-12 3-12 3-12 3-12 REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) SHEAR 2 legged 8 2 legged 8 2 legged 8 2 legged 8 2 legged 8 REINF. @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c @ 150 mm c/c ---------------------------------------------------------------------------- STAAD SPACE -- PAGE NO. 44 OUTPUT FOR BAR COMBINATION ---------------------------------------------------------------------------- | M A I N R E I N F O R C E M E N T | ---------------------------------------------------------------------------- SECTION | 0.0- 575.0 | 575.0- 1725.0 | 1725.0- 2300.0 | | mm | mm | mm | ---------------------------------------------------------------------------- TOP | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- BOTTOM | 2-12 | 2-12 | 2-12 | | in 1 layer(s) | in 1 layer(s) | in 1 layer(s) | Ast Reqd| 213.69 | 213.69 | 213.69 | Prov| 226.29 | 226.29 | 226.29 | Ld (mm) | 582.6 | 582.6 | 582.6 | ---------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT ----------------------------------------------------------------------------- SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM START SUPPORT VY = -10.72 MX = 0.40 LD= 32 Provide 2 Legged 8 @ 150 mm c/c SHEAR DESIGN RESULTS AT 569.0 mm AWAY FROM END SUPPORT VY = -16.54 MX = 0.40 LD= 32 Provide 2 Legged 8 @ 150 mm c/c ============================================================================ ============================================================================ B E A M N O. 112 D E S I G N R E S U L T S M25 Fe500 (Main) Fe500 (Sec.) LENGTH: 2300.0 mm SIZE: 300.0 mm X 450.0 mm COVER: 25.0 mm STAAD SPACE -- PAGE NO. 45 SUMMARY OF REINF. AREA (Sq.mm) ----------------------------------------------------------------------------