Friday, May 15, 2015, 09:00 AM PAGE NO. 1

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* STAAD.Pro * * Version 2004 Bld 1001.INDIA * * Proprietary Program of * * Research Engineers, Intl. * * Date= MAY 15, 2015 * * Time= 8:57:12 * * *

* USER ID: Snow Panther [LZ0] * ****************************************************

INPUT FILE: 4S-BLDG.STD 1. STAAD SPACE 4-STOREY OFFICE BLDG 2. START JOB INFORMATION 3. ENGINEER DATE 14-MAY-15 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER NEWTON 7. JOINT COORDINATES 8. 1 0 0 0; 2 5 0 0; 3 10 0 0; 4 15 0 0; 5 20 0 0; 6 25 0 0; 7 30 0 0; 8 35 0 0 9. 9 0 5 0; 10 5 5 0; 11 10 5 0; 12 15 5 0; 13 20 5 0; 14 25 5 0; 15 30 5 0 10. 16 35 5 0; 17 0 8.8 0; 18 5 8.8 0; 19 10 8.8 0; 20 15 8.8 0; 21 20 8.8 0 11. 22 25 8.8 0; 23 30 8.8 0; 24 35 8.8 0; 25 0 12.6 0; 26 5 12.6 0; 27 10 12.6 0 12. 28 15 12.6 0; 29 20 12.6 0; 30 25 12.6 0; 31 30 12.6 0; 32 35 12.6 0 13. 33 0 16.4 0; 34 5 16.4 0; 35 10 16.4 0; 36 15 16.4 0; 37 20 16.4 0 14. 38 25 16.4 0; 39 30 16.4 0; 40 35 16.4 0; 41 0 0 6; 42 5 0 6; 43 10 0 6 15. 44 15 0 6; 45 20 0 6; 46 25 0 6; 47 30 0 6; 48 35 0 6; 49 0 5 6; 50 5 5 6 16. 51 10 5 6; 52 15 5 6; 53 20 5 6; 54 25 5 6; 55 30 5 6; 56 35 5 6; 57 0 8.8 6 17. 58 5 8.8 6; 59 10 8.8 6; 60 15 8.8 6; 61 20 8.8 6; 62 25 8.8 6; 63 30 8.8 6 18. 64 35 8.8 6; 65 0 12.6 6; 66 5 12.6 6; 67 10 12.6 6; 68 15 12.6 6 19. 69 20 12.6 6; 70 25 12.6 6; 71 30 12.6 6; 72 35 12.6 6; 73 0 16.4 6 20. 74 5 16.4 6; 75 10 16.4 6; 76 15 16.4 6; 77 20 16.4 6; 78 25 16.4 6 21. 79 30 16.4 6; 80 35 16.4 6; 81 0 0 12; 82 5 0 12; 83 10 0 12; 84 15 0 12 22. 85 20 0 12; 86 25 0 12; 87 30 0 12; 88 35 0 12; 89 0 5 12; 90 5 5 12 23. 91 10 5 12; 92 15 5 12; 93 20 5 12; 94 25 5 12; 95 30 5 12; 96 35 5 12 24. 97 0 8.8 12; 98 5 8.8 12; 99 10 8.8 12; 100 15 8.8 12; 101 20 8.8 12 25. 102 25 8.8 12; 103 30 8.8 12; 104 35 8.8 12; 105 0 12.6 12; 106 5 12.6 12 26. 107 10 12.6 12; 108 15 12.6 12; 109 20 12.6 12; 110 25 12.6 12; 111 30 12.6 12 27. 112 35 12.6 12; 113 0 16.4 12; 114 5 16.4 12; 115 10 16.4 12; 116 15 16.4 12 28. 117 20 16.4 12; 118 25 16.4 12; 119 30 16.4 12; 120 35 16.4 12; 121 0 0 18 29. 122 5 0 18; 123 10 0 18; 124 15 0 18; 125 20 0 18; 126 25 0 18; 127 30 0 18 30. 128 35 0 18; 129 0 5 18; 130 5 5 18; 131 10 5 18; 132 15 5 18; 133 20 5 18 31. 134 25 5 18; 135 30 5 18; 136 35 5 18; 137 0 8.8 18; 138 5 8.8 18 32. 139 10 8.8 18; 140 15 8.8 18; 141 20 8.8 18; 142 25 8.8 18; 143 30 8.8 18 33. 144 35 8.8 18; 145 0 12.6 18; 146 5 12.6 18; 147 10 12.6 18; 148 15 12.6 18 34. 149 20 12.6 18; 150 25 12.6 18; 151 30 12.6 18; 152 35 12.6 18; 153 0 16.4 18 35. 154 5 16.4 18; 155 10 16.4 18; 156 15 16.4 18; 157 20 16.4 18; 158 25 16.4 18 36. 159 30 16.4 18; 160 35 16.4 18 37. MEMBER INCIDENCES 38. 1 9 10; 2 10 11; 3 11 12; 4 12 13; 5 13 14; 6 14 15; 7 15 16; 8 17 18; 9 18 19 39. 10 19 20; 11 20 21; 12 21 22; 13 22 23; 14 23 24; 15 25 26; 16 26 27; 17 27 28 40. 18 28 29; 19 29 30; 20 30 31; 21 31 32; 22 33 34; 23 34 35; 24 35 36; 25 36 37

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41. 26 37 38; 27 38 39; 28 39 40; 29 1 9; 30 2 10; 31 3 11; 32 4 12; 33 5 13 42. 34 6 14; 35 7 15; 36 8 16; 37 9 17; 38 10 18; 39 11 19; 40 12 20; 41 13 21 43. 42 14 22; 43 15 23; 44 16 24; 45 17 25; 46 18 26; 47 19 27; 48 20 28; 49 21 29 44. 50 22 30; 51 23 31; 52 24 32; 53 25 33; 54 26 34; 55 27 35; 56 28 36; 57 29 37 45. 58 30 38; 59 31 39; 60 32 40; 61 49 50; 62 50 51; 63 51 52; 64 52 53; 65 53 54 46. 66 54 55; 67 55 56; 68 57 58; 69 58 59; 70 59 60; 71 60 61; 72 61 62; 73 62 63 47. 74 63 64; 75 65 66; 76 66 67; 77 67 68; 78 68 69; 79 69 70; 80 70 71; 81 71 72 48. 82 73 74; 83 74 75; 84 75 76; 85 76 77; 86 77 78; 87 78 79; 88 79 80; 89 41 49 49. 90 42 50; 91 43 51; 92 44 52; 93 45 53; 94 46 54; 95 47 55; 96 48 56; 97 49 57 50. 98 50 58; 99 51 59; 100 52 60; 101 53 61; 102 54 62; 103 55 63; 104 56 64 51. 105 57 65; 106 58 66; 107 59 67; 108 60 68; 109 61 69; 110 62 70; 111 63 71 52. 112 64 72; 113 65 73; 114 66 74; 115 67 75; 116 68 76; 117 69 77; 118 70 78 53. 119 71 79; 120 72 80; 121 89 90; 122 90 91; 123 91 92; 124 92 93; 125 93 94 54. 126 94 95; 127 95 96; 128 97 98; 129 98 99; 130 99 100; 131 100 101 55. 132 101 102; 133 102 103; 134 103 104; 135 105 106; 136 106 107; 137 107 108 56. 138 108 109; 139 109 110; 140 110 111; 141 111 112; 142 113 114; 143 114 115 57. 144 115 116; 145 116 117; 146 117 118; 147 118 119; 148 119 120; 149 81 89 58. 150 82 90; 151 83 91; 152 84 92; 153 85 93; 154 86 94; 155 87 95; 156 88 96 59. 157 89 97; 158 90 98; 159 91 99; 160 92 100; 161 93 101; 162 94 102 60. 163 95 103; 164 96 104; 165 97 105; 166 98 106; 167 99 107; 168 100 108 61. 169 101 109; 170 102 110; 171 103 111; 172 104 112; 173 105 113; 174 106 114 62. 175 107 115; 176 108 116; 177 109 117; 178 110 118; 179 111 119; 180 112 120 63. 181 129 130; 182 130 131; 183 131 132; 184 132 133; 185 133 134; 186 134 135 64. 187 135 136; 188 137 138; 189 138 139; 190 139 140; 191 140 141; 192 141 142 65. 193 142 143; 194 143 144; 195 145 146; 196 146 147; 197 147 148; 198 148 149 66. 199 149 150; 200 150 151; 201 151 152; 202 153 154; 203 154 155; 204 155 156 67. 205 156 157; 206 157 158; 207 158 159; 208 159 160; 209 121 129; 210 122 130 68. 211 123 131; 212 124 132; 213 125 133; 214 126 134; 215 127 135; 216 128 136 69. 217 129 137; 218 130 138; 219 131 139; 220 132 140; 221 133 141; 222 134 142 70. 223 135 143; 224 136 144; 225 137 145; 226 138 146; 227 139 147; 228 140 148 71. 229 141 149; 230 142 150; 231 143 151; 232 144 152; 233 145 153; 234 146 154 72. 235 147 155; 236 148 156; 237 149 157; 238 150 158; 239 151 159; 240 152 160 73. 241 9 49; 242 10 50; 243 11 51; 244 12 52; 245 13 53; 246 14 54; 247 15 55 74. 248 16 56; 249 17 57; 250 18 58; 251 19 59; 252 20 60; 253 21 61; 254 22 62 75. 255 23 63; 256 24 64; 257 25 65; 258 26 66; 259 27 67; 260 28 68; 261 29 69 76. 262 30 70; 263 31 71; 264 32 72; 265 33 73; 266 34 74; 267 35 75; 268 36 76 77. 269 37 77; 270 38 78; 271 39 79; 272 40 80; 273 49 89; 274 50 90; 275 51 91 78. 276 52 92; 277 53 93; 278 54 94; 279 55 95; 280 56 96; 281 57 97; 282 58 98 79. 283 59 99; 284 60 100; 285 61 101; 286 62 102; 287 63 103; 288 64 104 80. 289 65 105; 290 66 106; 291 67 107; 292 68 108; 293 69 109; 294 70 110 81. 295 71 111; 296 72 112; 297 73 113; 298 74 114; 299 75 115; 300 76 116 82. 301 77 117; 302 78 118; 303 79 119; 304 80 120; 305 89 129; 306 90 130 83. 307 91 131; 308 92 132; 309 93 133; 310 94 134; 311 95 135; 312 96 136 84. 313 97 137; 314 98 138; 315 99 139; 316 100 140; 317 101 141; 318 102 142 85. 319 103 143; 320 104 144; 321 105 145; 322 106 146; 323 107 147; 324 108 148 86. 325 109 149; 326 110 150; 327 111 151; 328 112 152; 329 113 153; 330 114 154 87. 331 115 155; 332 116 156; 333 117 157; 334 118 158; 335 119 159; 336 120 160 88. DEFINE MATERIAL START 89. ISOTROPIC CONCRETE 90. E 2.17185E+010 91. POISSON 0.17 92. DENSITY 23561.6 93. ALPHA 1E-005 94. DAMP 0.05 95. END DEFINE MATERIAL 96. CONSTANTS

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97. MATERIAL CONCRETE MEMB 1 TO 336 98. MEMBER PROPERTY AMERICAN 99. 1 TO 28 61 TO 88 121 TO 148 181 TO 208 241 TO 336 PRIS YD 0.7 ZD 0.4 100. 29 TO 60 89 TO 120 149 TO 180 209 TO 240 PRIS YD 0.7 ZD 0.7 101. SUPPORTS 102. 1 TO 8 41 TO 48 81 TO 88 121 TO 128 FIXED 103. DEFINE UBC LOAD 104. ZONE 0.4 I 1 RWX 10 RWZ 10 CT 0.075 PX 0.32 PZ 0.32 S 1.5 105. SELFWEIGHT 106. MEMBER WEIGHT 107. 1 TO 28 181 TO 208 UNI -12533 108. 61 TO 88 121 TO 148 UNI -25066 109. 241 248 249 256 257 264 265 272 273 280 281 288 289 296 297 304 305 312 313 - 110. 320 321 328 329 336 UNI -14448 111. 242 TO 247 250 TO 255 258 TO 263 266 TO 271 274 TO 279 282 TO 287 290 TO 295 - 112. 298 TO 303 306 TO 311 314 TO 319 322 TO 327 330 TO 335 UNI -28896 113. LOAD 1 EQX 114. UBC LOAD X 1 115. LOAD 2 EQZ 116. UBC LOAD Z 1 117. LOAD 3 DL 118. SELFWEIGHT Y -1 119. MEMBER LOAD 120. 1 TO 28 181 TO 208 UNI GY -12533 121. 61 TO 88 121 TO 148 UNI GY -25066 122. 241 248 249 256 257 264 265 272 273 280 281 288 289 296 297 304 305 312 313 - 123. 320 321 328 329 336 UNI GY -14448 124. 242 TO 247 250 TO 255 258 TO 263 266 TO 271 274 TO 279 282 TO 287 290 TO 295 - 125. 298 TO 303 306 TO 311 314 TO 319 322 TO 327 330 TO 335 UNI GY -28896 126. LOAD 4 LL 127. MEMBER LOAD 128. 1 TO 28 181 TO 208 UNI GY -4000 129. 61 TO 88 121 TO 148 UNI GY -8000 130. 241 248 249 256 257 264 265 272 273 280 281 288 289 296 297 304 305 312 313 - 131. 320 321 328 329 336 UNI GY -4611 132. 242 TO 247 250 TO 255 258 TO 263 266 TO 271 274 TO 279 282 TO 287 290 TO 295 - 133. 298 TO 303 306 TO 311 314 TO 319 322 TO 327 330 TO 335 UNI GY -9222 134. LOAD COMB 5 1.4DL+1.7LL 135. 3 1.4 4 1.7 136. LOAD COMB 6 1.32DL+0.55LL+1.1EQX 137. 3 1.32 4 0.55 1 1.1 138. LOAD COMB 7 1.32DL+0.55LL+1.1EQZ 139. 3 1.32 4 0.55 2 1.1 140. PERFORM ANALYSIS PRINT LOAD DATA

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

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 160/ 336/ 32 ORIGINAL/FINAL BAND-WIDTH= 40/ 24/ 126 DOF TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 768 SIZE OF STIFFNESS MATRIX = 97 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 13.6/677922.7 MB, EXMEM = 4026.2 MB

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LOADING 1 EQX -----------

LOADING 2 EQZ -----------

LOADING 3 DL -----------

SELFWEIGHT Y -1.000

ACTUAL WEIGHT OF THE STRUCTURE =13553333.000 NEWT

MEMBER LOAD - UNIT NEWT METE

MEMBER UDL L1 L2 CON L LIN1 LIN2

1-12533.000 GY 0.00 5.00 2-12533.000 GY 0.00 5.00 3-12533.000 GY 0.00 5.00 4-12533.000 GY 0.00 5.00 5-12533.000 GY 0.00 5.00 6-12533.000 GY 0.00 5.00 7-12533.000 GY 0.00 5.00 8-12533.000 GY 0.00 5.00 9-12533.000 GY 0.00 5.00 10-12533.000 GY 0.00 5.00 11-12533.000 GY 0.00 5.00 12-12533.000 GY 0.00 5.00 13-12533.000 GY 0.00 5.00 14-12533.000 GY 0.00 5.00 15-12533.000 GY 0.00 5.00 16-12533.000 GY 0.00 5.00 17-12533.000 GY 0.00 5.00 18-12533.000 GY 0.00 5.00 19-12533.000 GY 0.00 5.00 20-12533.000 GY 0.00 5.00 21-12533.000 GY 0.00 5.00 22-12533.000 GY 0.00 5.00 23-12533.000 GY 0.00 5.00 24-12533.000 GY 0.00 5.00 25-12533.000 GY 0.00 5.00 26-12533.000 GY 0.00 5.00 27-12533.000 GY 0.00 5.00 28-12533.000 GY 0.00 5.00 181-12533.000 GY 0.00 5.00 182-12533.000 GY 0.00 5.00 183-12533.000 GY 0.00 5.00 184-12533.000 GY 0.00 5.00 185-12533.000 GY 0.00 5.00 186-12533.000 GY 0.00 5.00

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187-12533.000 GY 0.00 5.00 188-12533.000 GY 0.00 5.00 189-12533.000 GY 0.00 5.00 190-12533.000 GY 0.00 5.00 191-12533.000 GY 0.00 5.00 192-12533.000 GY 0.00 5.00 193-12533.000 GY 0.00 5.00 194-12533.000 GY 0.00 5.00 195-12533.000 GY 0.00 5.00 196-12533.000 GY 0.00 5.00 197-12533.000 GY 0.00 5.00 198-12533.000 GY 0.00 5.00 199-12533.000 GY 0.00 5.00 200-12533.000 GY 0.00 5.00 201-12533.000 GY 0.00 5.00 202-12533.000 GY 0.00 5.00 203-12533.000 GY 0.00 5.00 204-12533.000 GY 0.00 5.00 205-12533.000 GY 0.00 5.00 206-12533.000 GY 0.00 5.00 207-12533.000 GY 0.00 5.00 208-12533.000 GY 0.00 5.00 61-25066.000 GY 0.00 5.00 62-25066.000 GY 0.00 5.00 63-25066.000 GY 0.00 5.00 64-25066.000 GY 0.00 5.00 65-25066.000 GY 0.00 5.00 66-25066.000 GY 0.00 5.00 67-25066.000 GY 0.00 5.00 68-25066.000 GY 0.00 5.00 69-25066.000 GY 0.00 5.00 70-25066.000 GY 0.00 5.00 71-25066.000 GY 0.00 5.00 72-25066.000 GY 0.00 5.00 73-25066.000 GY 0.00 5.00 74-25066.000 GY 0.00 5.00 75-25066.000 GY 0.00 5.00 76-25066.000 GY 0.00 5.00 77-25066.000 GY 0.00 5.00 78-25066.000 GY 0.00 5.00 79-25066.000 GY 0.00 5.00 80-25066.000 GY 0.00 5.00 81-25066.000 GY 0.00 5.00 82-25066.000 GY 0.00 5.00 83-25066.000 GY 0.00 5.00 84-25066.000 GY 0.00 5.00 85-25066.000 GY 0.00 5.00 86-25066.000 GY 0.00 5.00 87-25066.000 GY 0.00 5.00 88-25066.000 GY 0.00 5.00 121-25066.000 GY 0.00 5.00 122-25066.000 GY 0.00 5.00 123-25066.000 GY 0.00 5.00 124-25066.000 GY 0.00 5.00 125-25066.000 GY 0.00 5.00 126-25066.000 GY 0.00 5.00

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127-25066.000 GY 0.00 5.00 128-25066.000 GY 0.00 5.00 129-25066.000 GY 0.00 5.00 130-25066.000 GY 0.00 5.00 131-25066.000 GY 0.00 5.00 132-25066.000 GY 0.00 5.00 133-25066.000 GY 0.00 5.00 134-25066.000 GY 0.00 5.00 135-25066.000 GY 0.00 5.00 136-25066.000 GY 0.00 5.00 137-25066.000 GY 0.00 5.00 138-25066.000 GY 0.00 5.00 139-25066.000 GY 0.00 5.00 140-25066.000 GY 0.00 5.00 141-25066.000 GY 0.00 5.00 142-25066.000 GY 0.00 5.00 143-25066.000 GY 0.00 5.00 144-25066.000 GY 0.00 5.00 145-25066.000 GY 0.00 5.00 146-25066.000 GY 0.00 5.00 147-25066.000 GY 0.00 5.00 148-25066.000 GY 0.00 5.00 241-14448.001 GY 0.00 6.00 248-14448.001 GY 0.00 6.00 249-14448.001 GY 0.00 6.00 256-14448.001 GY 0.00 6.00 257-14448.001 GY 0.00 6.00 264-14448.001 GY 0.00 6.00 265-14448.001 GY 0.00 6.00 272-14448.001 GY 0.00 6.00 273-14448.001 GY 0.00 6.00 280-14448.001 GY 0.00 6.00 281-14448.001 GY 0.00 6.00 288-14448.001 GY 0.00 6.00 289-14448.001 GY 0.00 6.00 296-14448.001 GY 0.00 6.00 297-14448.001 GY 0.00 6.00 304-14448.001 GY 0.00 6.00 305-14448.001 GY 0.00 6.00 312-14448.001 GY 0.00 6.00 313-14448.001 GY 0.00 6.00 320-14448.001 GY 0.00 6.00 321-14448.001 GY 0.00 6.00 328-14448.001 GY 0.00 6.00 329-14448.001 GY 0.00 6.00 336-14448.001 GY 0.00 6.00 242-28896.002 GY 0.00 6.00 243-28896.002 GY 0.00 6.00 244-28896.002 GY 0.00 6.00 245-28896.002 GY 0.00 6.00 246-28896.002 GY 0.00 6.00 247-28896.002 GY 0.00 6.00 250-28896.002 GY 0.00 6.00 251-28896.002 GY 0.00 6.00 252-28896.002 GY 0.00 6.00 253-28896.002 GY 0.00 6.00

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254-28896.002 GY 0.00 6.00 255-28896.002 GY 0.00 6.00 258-28896.002 GY 0.00 6.00 259-28896.002 GY 0.00 6.00 260-28896.002 GY 0.00 6.00 261-28896.002 GY 0.00 6.00 262-28896.002 GY 0.00 6.00 263-28896.002 GY 0.00 6.00 266-28896.002 GY 0.00 6.00 267-28896.002 GY 0.00 6.00 268-28896.002 GY 0.00 6.00 269-28896.002 GY 0.00 6.00 270-28896.002 GY 0.00 6.00 271-28896.002 GY 0.00 6.00 274-28896.002 GY 0.00 6.00 275-28896.002 GY 0.00 6.00 276-28896.002 GY 0.00 6.00 277-28896.002 GY 0.00 6.00 278-28896.002 GY 0.00 6.00 279-28896.002 GY 0.00 6.00 282-28896.002 GY 0.00 6.00 283-28896.002 GY 0.00 6.00 284-28896.002 GY 0.00 6.00 285-28896.002 GY 0.00 6.00 286-28896.002 GY 0.00 6.00 287-28896.002 GY 0.00 6.00 290-28896.002 GY 0.00 6.00 291-28896.002 GY 0.00 6.00 292-28896.002 GY 0.00 6.00 293-28896.002 GY 0.00 6.00 294-28896.002 GY 0.00 6.00 295-28896.002 GY 0.00 6.00 298-28896.002 GY 0.00 6.00 299-28896.002 GY 0.00 6.00 300-28896.002 GY 0.00 6.00 301-28896.002 GY 0.00 6.00 302-28896.002 GY 0.00 6.00 303-28896.002 GY 0.00 6.00 306-28896.002 GY 0.00 6.00 307-28896.002 GY 0.00 6.00 308-28896.002 GY 0.00 6.00 309-28896.002 GY 0.00 6.00 310-28896.002 GY 0.00 6.00 311-28896.002 GY 0.00 6.00 314-28896.002 GY 0.00 6.00 315-28896.002 GY 0.00 6.00 316-28896.002 GY 0.00 6.00 317-28896.002 GY 0.00 6.00 318-28896.002 GY 0.00 6.00 319-28896.002 GY 0.00 6.00 322-28896.002 GY 0.00 6.00 323-28896.002 GY 0.00 6.00 324-28896.002 GY 0.00 6.00 325-28896.002 GY 0.00 6.00 326-28896.002 GY 0.00 6.00 327-28896.002 GY 0.00 6.00

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330-28896.002 GY 0.00 6.00 331-28896.002 GY 0.00 6.00 332-28896.002 GY 0.00 6.00 333-28896.002 GY 0.00 6.00 334-28896.002 GY 0.00 6.00 335-28896.002 GY 0.00 6.00

LOADING 4 LL -----------

MEMBER LOAD - UNIT NEWT METE

MEMBER UDL L1 L2 CON L LIN1 LIN2

1 -4000.000 GY 0.00 5.00 2 -4000.000 GY 0.00 5.00 3 -4000.000 GY 0.00 5.00 4 -4000.000 GY 0.00 5.00 5 -4000.000 GY 0.00 5.00 6 -4000.000 GY 0.00 5.00 7 -4000.000 GY 0.00 5.00 8 -4000.000 GY 0.00 5.00 9 -4000.000 GY 0.00 5.00 10 -4000.000 GY 0.00 5.00 11 -4000.000 GY 0.00 5.00 12 -4000.000 GY 0.00 5.00 13 -4000.000 GY 0.00 5.00 14 -4000.000 GY 0.00 5.00 15 -4000.000 GY 0.00 5.00 16 -4000.000 GY 0.00 5.00 17 -4000.000 GY 0.00 5.00 18 -4000.000 GY 0.00 5.00 19 -4000.000 GY 0.00 5.00 20 -4000.000 GY 0.00 5.00 21 -4000.000 GY 0.00 5.00 22 -4000.000 GY 0.00 5.00 23 -4000.000 GY 0.00 5.00 24 -4000.000 GY 0.00 5.00 25 -4000.000 GY 0.00 5.00 26 -4000.000 GY 0.00 5.00 27 -4000.000 GY 0.00 5.00 28 -4000.000 GY 0.00 5.00 181 -4000.000 GY 0.00 5.00 182 -4000.000 GY 0.00 5.00 183 -4000.000 GY 0.00 5.00 184 -4000.000 GY 0.00 5.00 185 -4000.000 GY 0.00 5.00 186 -4000.000 GY 0.00 5.00 187 -4000.000 GY 0.00 5.00 188 -4000.000 GY 0.00 5.00 189 -4000.000 GY 0.00 5.00 190 -4000.000 GY 0.00 5.00 191 -4000.000 GY 0.00 5.00 192 -4000.000 GY 0.00 5.00

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Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 10

193 -4000.000 GY 0.00 5.00 194 -4000.000 GY 0.00 5.00 195 -4000.000 GY 0.00 5.00 196 -4000.000 GY 0.00 5.00 197 -4000.000 GY 0.00 5.00 198 -4000.000 GY 0.00 5.00 199 -4000.000 GY 0.00 5.00 200 -4000.000 GY 0.00 5.00 201 -4000.000 GY 0.00 5.00 202 -4000.000 GY 0.00 5.00 203 -4000.000 GY 0.00 5.00 204 -4000.000 GY 0.00 5.00 205 -4000.000 GY 0.00 5.00 206 -4000.000 GY 0.00 5.00 207 -4000.000 GY 0.00 5.00 208 -4000.000 GY 0.00 5.00 61 -8000.000 GY 0.00 5.00 62 -8000.000 GY 0.00 5.00 63 -8000.000 GY 0.00 5.00 64 -8000.000 GY 0.00 5.00 65 -8000.000 GY 0.00 5.00 66 -8000.000 GY 0.00 5.00 67 -8000.000 GY 0.00 5.00 68 -8000.000 GY 0.00 5.00 69 -8000.000 GY 0.00 5.00 70 -8000.000 GY 0.00 5.00 71 -8000.000 GY 0.00 5.00 72 -8000.000 GY 0.00 5.00 73 -8000.000 GY 0.00 5.00 74 -8000.000 GY 0.00 5.00 75 -8000.000 GY 0.00 5.00 76 -8000.000 GY 0.00 5.00 77 -8000.000 GY 0.00 5.00 78 -8000.000 GY 0.00 5.00 79 -8000.000 GY 0.00 5.00 80 -8000.000 GY 0.00 5.00 81 -8000.000 GY 0.00 5.00 82 -8000.000 GY 0.00 5.00 83 -8000.000 GY 0.00 5.00 84 -8000.000 GY 0.00 5.00 85 -8000.000 GY 0.00 5.00 86 -8000.000 GY 0.00 5.00 87 -8000.000 GY 0.00 5.00 88 -8000.000 GY 0.00 5.00 121 -8000.000 GY 0.00 5.00 122 -8000.000 GY 0.00 5.00 123 -8000.000 GY 0.00 5.00 124 -8000.000 GY 0.00 5.00 125 -8000.000 GY 0.00 5.00 126 -8000.000 GY 0.00 5.00 127 -8000.000 GY 0.00 5.00 128 -8000.000 GY 0.00 5.00 129 -8000.000 GY 0.00 5.00 130 -8000.000 GY 0.00 5.00 131 -8000.000 GY 0.00 5.00 132 -8000.000 GY 0.00 5.00

Page 10 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 11

133 -8000.000 GY 0.00 5.00 134 -8000.000 GY 0.00 5.00 135 -8000.000 GY 0.00 5.00 136 -8000.000 GY 0.00 5.00 137 -8000.000 GY 0.00 5.00 138 -8000.000 GY 0.00 5.00 139 -8000.000 GY 0.00 5.00 140 -8000.000 GY 0.00 5.00 141 -8000.000 GY 0.00 5.00 142 -8000.000 GY 0.00 5.00 143 -8000.000 GY 0.00 5.00 144 -8000.000 GY 0.00 5.00 145 -8000.000 GY 0.00 5.00 146 -8000.000 GY 0.00 5.00 147 -8000.000 GY 0.00 5.00 148 -8000.000 GY 0.00 5.00 241 -4611.000 GY 0.00 6.00 248 -4611.000 GY 0.00 6.00 249 -4611.000 GY 0.00 6.00 256 -4611.000 GY 0.00 6.00 257 -4611.000 GY 0.00 6.00 264 -4611.000 GY 0.00 6.00 265 -4611.000 GY 0.00 6.00 272 -4611.000 GY 0.00 6.00 273 -4611.000 GY 0.00 6.00 280 -4611.000 GY 0.00 6.00 281 -4611.000 GY 0.00 6.00 288 -4611.000 GY 0.00 6.00 289 -4611.000 GY 0.00 6.00 296 -4611.000 GY 0.00 6.00 297 -4611.000 GY 0.00 6.00 304 -4611.000 GY 0.00 6.00 305 -4611.000 GY 0.00 6.00 312 -4611.000 GY 0.00 6.00 313 -4611.000 GY 0.00 6.00 320 -4611.000 GY 0.00 6.00 321 -4611.000 GY 0.00 6.00 328 -4611.000 GY 0.00 6.00 329 -4611.000 GY 0.00 6.00 336 -4611.000 GY 0.00 6.00 242 -9222.000 GY 0.00 6.00 243 -9222.000 GY 0.00 6.00 244 -9222.000 GY 0.00 6.00 245 -9222.000 GY 0.00 6.00 246 -9222.000 GY 0.00 6.00 247 -9222.000 GY 0.00 6.00 250 -9222.000 GY 0.00 6.00 251 -9222.000 GY 0.00 6.00 252 -9222.000 GY 0.00 6.00 253 -9222.000 GY 0.00 6.00 254 -9222.000 GY 0.00 6.00 255 -9222.000 GY 0.00 6.00 258 -9222.000 GY 0.00 6.00 259 -9222.000 GY 0.00 6.00 260 -9222.000 GY 0.00 6.00 261 -9222.000 GY 0.00 6.00

Page 11 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 12

262 -9222.000 GY 0.00 6.00 263 -9222.000 GY 0.00 6.00 266 -9222.000 GY 0.00 6.00 267 -9222.000 GY 0.00 6.00 268 -9222.000 GY 0.00 6.00 269 -9222.000 GY 0.00 6.00 270 -9222.000 GY 0.00 6.00 271 -9222.000 GY 0.00 6.00 274 -9222.000 GY 0.00 6.00 275 -9222.000 GY 0.00 6.00 276 -9222.000 GY 0.00 6.00 277 -9222.000 GY 0.00 6.00 278 -9222.000 GY 0.00 6.00 279 -9222.000 GY 0.00 6.00 282 -9222.000 GY 0.00 6.00 283 -9222.000 GY 0.00 6.00 284 -9222.000 GY 0.00 6.00 285 -9222.000 GY 0.00 6.00 286 -9222.000 GY 0.00 6.00 287 -9222.000 GY 0.00 6.00 290 -9222.000 GY 0.00 6.00 291 -9222.000 GY 0.00 6.00 292 -9222.000 GY 0.00 6.00 293 -9222.000 GY 0.00 6.00 294 -9222.000 GY 0.00 6.00 295 -9222.000 GY 0.00 6.00 298 -9222.000 GY 0.00 6.00 299 -9222.000 GY 0.00 6.00 300 -9222.000 GY 0.00 6.00 301 -9222.000 GY 0.00 6.00 302 -9222.000 GY 0.00 6.00 303 -9222.000 GY 0.00 6.00 306 -9222.000 GY 0.00 6.00 307 -9222.000 GY 0.00 6.00 308 -9222.000 GY 0.00 6.00 309 -9222.000 GY 0.00 6.00 310 -9222.000 GY 0.00 6.00 311 -9222.000 GY 0.00 6.00 314 -9222.000 GY 0.00 6.00 315 -9222.000 GY 0.00 6.00 316 -9222.000 GY 0.00 6.00 317 -9222.000 GY 0.00 6.00 318 -9222.000 GY 0.00 6.00 319 -9222.000 GY 0.00 6.00 322 -9222.000 GY 0.00 6.00 323 -9222.000 GY 0.00 6.00 324 -9222.000 GY 0.00 6.00 325 -9222.000 GY 0.00 6.00 326 -9222.000 GY 0.00 6.00 327 -9222.000 GY 0.00 6.00 330 -9222.000 GY 0.00 6.00 331 -9222.000 GY 0.00 6.00 332 -9222.000 GY 0.00 6.00 333 -9222.000 GY 0.00 6.00 334 -9222.000 GY 0.00 6.00 335 -9222.000 GY 0.00 6.00

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Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 13

***********************************************************

* *

* X DIRECTION : Ta = 1.490 Tb = 0.640 Tuser = 0.320 * * C = 2.7500, LOAD FACTOR = 1.000 * * UBC TYPE = 94 * * UBC FACTOR V = 0.1100 X********** =4250915.50 NEWT * * *

***********************************************************

***********************************************************

* *

* Z DIRECTION : Ta = 1.490 Tb = 0.698 Tuser = 0.320 * * C = 2.7500, LOAD FACTOR = 1.000 * * UBC TYPE = 94 * * UBC FACTOR V = 0.1100 X********** =4250915.50 NEWT * * *

***********************************************************

JOINT LATERAL TORSIONAL LOAD - 1 LOAD (NEWT) MOMENT (NEWT-METE) FACTOR - 1.000 ----- ------- ---------

9 FX 8630.945 MY 0.000 10 FX 13495.430 MY 0.000 11 FX 13495.430 MY 0.000 12 FX 13495.430 MY 0.000 13 FX 13495.430 MY 0.000 14 FX 13495.430 MY 0.000 15 FX 13495.430 MY 0.000 16 FX 8630.945 MY 0.000 49 FX 13671.433 MY 0.000 50 FX 22520.391 MY 0.000 51 FX 22520.391 MY 0.000 52 FX 22520.391 MY 0.000 53 FX 22520.387 MY 0.000 54 FX 22520.391 MY 0.000 55 FX 22520.391 MY 0.000 56 FX 13671.431 MY 0.000 89 FX 13671.434 MY 0.000 90 FX 22520.393 MY 0.000 91 FX 22520.393 MY 0.000 92 FX 22520.393 MY 0.000 93 FX 22520.389 MY 0.000 94 FX 22520.391 MY 0.000 95 FX 22520.393 MY 0.000 96 FX 13671.432 MY 0.000 129 FX 8630.946 MY 0.000 130 FX 13495.431 MY 0.000 131 FX 13495.431 MY 0.000 132 FX 13495.431 MY 0.000 133 FX 13495.430 MY 0.000 134 FX 13495.431 MY 0.000

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Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 14

135 FX 13495.431 MY 0.000 136 FX 8630.945 MY 0.000 ----------- -----------

TOTAL = 521399.250 0.000 AT LEVEL 5.000 METE

17 FX 14539.957 MY 0.000 18 FX 23101.451 MY 0.000 19 FX 23101.451 MY 0.000 20 FX 23101.451 MY 0.000 21 FX 23101.447 MY 0.000 22 FX 23101.449 MY 0.000 23 FX 23101.451 MY 0.000 24 FX 14539.954 MY 0.000 57 FX 23411.215 MY 0.000 58 FX 38985.379 MY 0.000 59 FX 38985.379 MY 0.000 60 FX 38985.379 MY 0.000 61 FX 38985.371 MY 0.000 62 FX 38985.379 MY 0.000 63 FX 38985.379 MY 0.000 64 FX 23411.211 MY 0.000 97 FX 23411.217 MY 0.000 98 FX 38985.379 MY 0.000 99 FX 38985.379 MY 0.000 100 FX 38985.379 MY 0.000 101 FX 38985.375 MY 0.000 102 FX 38985.379 MY 0.000 103 FX 38985.379 MY 0.000 104 FX 23411.213 MY 0.000 137 FX 14539.957 MY 0.000 138 FX 23101.453 MY 0.000 139 FX 23101.453 MY 0.000 140 FX 23101.453 MY 0.000 141 FX 23101.449 MY 0.000 142 FX 23101.449 MY 0.000 143 FX 23101.453 MY 0.000 144 FX 14539.956 MY 0.000 ----------- -----------

TOTAL = 896846.688 0.000 AT LEVEL 8.800 METE

25 FX 20818.576 MY 0.000 26 FX 33077.078 MY 0.000 27 FX 33077.078 MY 0.000 28 FX 33077.078 MY 0.000 29 FX 33077.078 MY 0.000 30 FX 33077.078 MY 0.000 31 FX 33077.078 MY 0.000 32 FX 20818.572 MY 0.000 65 FX 33520.605 MY 0.000 66 FX 55819.973 MY 0.000 67 FX 55819.973 MY 0.000 68 FX 55819.973 MY 0.000 69 FX 55819.973 MY 0.000 70 FX 55819.973 MY 0.000 71 FX 55819.973 MY 0.000 72 FX 33520.602 MY 0.000

Page 14 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 15

105 FX 33520.605 MY 0.000 106 FX 55819.980 MY 0.000 107 FX 55819.980 MY 0.000 108 FX 55819.980 MY 0.000 109 FX 55819.980 MY 0.000 110 FX 55819.980 MY 0.000 111 FX 55819.980 MY 0.000 112 FX 33520.602 MY 0.000 145 FX 20818.576 MY 0.000 146 FX 33077.082 MY 0.000 147 FX 33077.082 MY 0.000 148 FX 33077.082 MY 0.000 149 FX 33077.078 MY 0.000 150 FX 33077.078 MY 0.000 151 FX 33077.082 MY 0.000 152 FX 20818.574 MY 0.000 ----------- -----------

TOTAL =1284121.500 0.000 AT LEVEL 12.600 METE

33 FX 23258.219 MY 0.000 34 FX 39213.730 MY 0.000 35 FX 39213.730 MY 0.000 36 FX 39213.730 MY 0.000 37 FX 39213.727 MY 0.000 38 FX 39213.730 MY 0.000 39 FX 39213.730 MY 0.000 40 FX 23258.219 MY 0.000 73 FX 39791.020 MY 0.000 74 FX 68815.594 MY 0.000 75 FX 68815.594 MY 0.000 76 FX 68815.594 MY 0.000 77 FX 68815.594 MY 0.000 78 FX 68815.602 MY 0.000 79 FX 68815.594 MY 0.000 80 FX 39791.016 MY 0.000 113 FX 39791.020 MY 0.000 114 FX 68815.594 MY 0.000 115 FX 68815.594 MY 0.000 116 FX 68815.594 MY 0.000 117 FX 68815.594 MY 0.000 118 FX 68815.602 MY 0.000 119 FX 68815.594 MY 0.000 120 FX 39791.020 MY 0.000 153 FX 23258.219 MY 0.000 154 FX 39213.730 MY 0.000 155 FX 39213.730 MY 0.000 156 FX 39213.730 MY 0.000 157 FX 39213.730 MY 0.000 158 FX 39213.734 MY 0.000 159 FX 39213.730 MY 0.000 160 FX 23258.219 MY 0.000 ----------- -----------

TOTAL =1548548.875 0.000 AT LEVEL 16.400 METE

Page 15 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 16

JOINT LATERAL TORSIONAL LOAD - 2 LOAD (NEWT) MOMENT (NEWT-METE) FACTOR - 1.000 ----- ------- ---------

9 FZ 8630.945 MY 0.000 10 FZ 13495.430 MY 0.000 11 FZ 13495.430 MY 0.000 12 FZ 13495.430 MY 0.000 13 FZ 13495.430 MY 0.000 14 FZ 13495.430 MY 0.000 15 FZ 13495.430 MY 0.000 16 FZ 8630.945 MY 0.000 49 FZ 13671.433 MY 0.000 50 FZ 22520.391 MY 0.000 51 FZ 22520.391 MY 0.000 52 FZ 22520.391 MY 0.000 53 FZ 22520.387 MY 0.000 54 FZ 22520.391 MY 0.000 55 FZ 22520.391 MY 0.000 56 FZ 13671.431 MY 0.000 89 FZ 13671.434 MY 0.000 90 FZ 22520.393 MY 0.000 91 FZ 22520.393 MY 0.000 92 FZ 22520.393 MY 0.000 93 FZ 22520.389 MY 0.000 94 FZ 22520.391 MY 0.000 95 FZ 22520.393 MY 0.000 96 FZ 13671.432 MY 0.000 129 FZ 8630.946 MY 0.000 130 FZ 13495.431 MY 0.000 131 FZ 13495.431 MY 0.000 132 FZ 13495.431 MY 0.000 133 FZ 13495.430 MY 0.000 134 FZ 13495.431 MY 0.000 135 FZ 13495.431 MY 0.000 136 FZ 8630.945 MY 0.000 ----------- -----------

TOTAL = 521399.250 0.000 AT LEVEL 5.000 METE

17 FZ 14539.957 MY 0.000 18 FZ 23101.451 MY 0.000 19 FZ 23101.451 MY 0.000 20 FZ 23101.451 MY 0.000 21 FZ 23101.447 MY 0.000 22 FZ 23101.449 MY 0.000 23 FZ 23101.451 MY 0.000 24 FZ 14539.954 MY 0.000 57 FZ 23411.215 MY 0.000 58 FZ 38985.379 MY 0.000 59 FZ 38985.379 MY 0.000 60 FZ 38985.379 MY 0.000 61 FZ 38985.371 MY 0.000 62 FZ 38985.379 MY 0.000 63 FZ 38985.379 MY 0.000 64 FZ 23411.211 MY 0.000 97 FZ 23411.217 MY 0.000

Page 16 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 17

98 FZ 38985.379 MY 0.000 99 FZ 38985.379 MY 0.000 100 FZ 38985.379 MY 0.000 101 FZ 38985.375 MY 0.000 102 FZ 38985.379 MY 0.000 103 FZ 38985.379 MY 0.000 104 FZ 23411.213 MY 0.000 137 FZ 14539.957 MY 0.000 138 FZ 23101.453 MY 0.000 139 FZ 23101.453 MY 0.000 140 FZ 23101.453 MY 0.000 141 FZ 23101.449 MY 0.000 142 FZ 23101.449 MY 0.000 143 FZ 23101.453 MY 0.000 144 FZ 14539.956 MY 0.000 ----------- -----------

TOTAL = 896846.688 0.000 AT LEVEL 8.800 METE

25 FZ 20818.576 MY 0.000 26 FZ 33077.078 MY 0.000 27 FZ 33077.078 MY 0.000 28 FZ 33077.078 MY 0.000 29 FZ 33077.078 MY 0.000 30 FZ 33077.078 MY 0.000 31 FZ 33077.078 MY 0.000 32 FZ 20818.572 MY 0.000 65 FZ 33520.605 MY 0.000 66 FZ 55819.973 MY 0.000 67 FZ 55819.973 MY 0.000 68 FZ 55819.973 MY 0.000 69 FZ 55819.973 MY 0.000 70 FZ 55819.973 MY 0.000 71 FZ 55819.973 MY 0.000 72 FZ 33520.602 MY 0.000 105 FZ 33520.605 MY 0.000 106 FZ 55819.980 MY 0.000 107 FZ 55819.980 MY 0.000 108 FZ 55819.980 MY 0.000 109 FZ 55819.980 MY 0.000 110 FZ 55819.980 MY 0.000 111 FZ 55819.980 MY 0.000 112 FZ 33520.602 MY 0.000 145 FZ 20818.576 MY 0.000 146 FZ 33077.082 MY 0.000 147 FZ 33077.082 MY 0.000 148 FZ 33077.082 MY 0.000 149 FZ 33077.078 MY 0.000 150 FZ 33077.078 MY 0.000 151 FZ 33077.082 MY 0.000 152 FZ 20818.574 MY 0.000 ----------- -----------

TOTAL =1284121.500 0.000 AT LEVEL 12.600 METE

33 FZ 23258.219 MY 0.000 34 FZ 39213.730 MY 0.000 35 FZ 39213.730 MY 0.000

Page 17 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 18

36 FZ 39213.730 MY 0.000 37 FZ 39213.727 MY 0.000 38 FZ 39213.730 MY 0.000 39 FZ 39213.730 MY 0.000 40 FZ 23258.219 MY 0.000 73 FZ 39791.020 MY 0.000 74 FZ 68815.594 MY 0.000 75 FZ 68815.594 MY 0.000 76 FZ 68815.594 MY 0.000 77 FZ 68815.594 MY 0.000 78 FZ 68815.602 MY 0.000 79 FZ 68815.594 MY 0.000 80 FZ 39791.016 MY 0.000 113 FZ 39791.020 MY 0.000 114 FZ 68815.594 MY 0.000 115 FZ 68815.594 MY 0.000 116 FZ 68815.594 MY 0.000 117 FZ 68815.594 MY 0.000 118 FZ 68815.602 MY 0.000 119 FZ 68815.594 MY 0.000 120 FZ 39791.020 MY 0.000 153 FZ 23258.219 MY 0.000 154 FZ 39213.730 MY 0.000 155 FZ 39213.730 MY 0.000 156 FZ 39213.730 MY 0.000 157 FZ 39213.730 MY 0.000 158 FZ 39213.734 MY 0.000 159 FZ 39213.730 MY 0.000 160 FZ 23258.219 MY 0.000 ----------- -----------

TOTAL =1548548.875 0.000 AT LEVEL 16.400 METE

LOAD COMBINATION NO. 5 1.4DL+1.7LL

LOADING- 3. 4. FACTOR - 1.40 1.70

LOAD COMBINATION NO. 6 1.32DL+0.55LL+1.1EQX

LOADING- 3. 4. 1. FACTOR - 1.32 0.55 1.10

LOAD COMBINATION NO. 7 1.32DL+0.55LL+1.1EQZ

LOADING- 3. 4. 2. FACTOR - 1.32 0.55 1.10

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

Page 18 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 19

141. LOAD LIST 5 TO 7 142. START CONCRETE DESIGN 143. CODE ACI 144. FYMAIN 2.76E+008 MEMB 1 TO 336 145. FC 2.1E+007 MEMB 1 TO 336 146. MINMAIN 25 MEMB 1 TO 336 147. DESIGN BEAM 121 TO 124 128 TO 131 135 TO 138 142 TO 145 181 TO 184 - 148. 188 TO 191 195 TO 198 202 TO 205 273 TO 276 281 TO 284 289 TO 292 - 149. 297 TO 300 305 TO 308 313 TO 316 321 TO 324 329 TO 332

Page 19 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 20

=====================================================================

BEAM NO. 121 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 4 - 25MM 0. 4401. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 6 - 25MM 1667. 5000. NO YES

B E A M N O. 121 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 106.42 KNS Vc= 193.21 KNS Vs= 0.00 KNS Tu= 0.04 KN-MET Tc= 9.9 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 209.96 KNS Vc= 186.11 KNS Vs= 93.83 KNS Tu= 0.03 KN-MET Tc= 9.5 KN-MET Ts= 0.0 KN-MET LOAD 6 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 89J____________________ 5000X 400X 700_____________________ 90J____ | | ||====================== ==================================================|| | 3No25|H 637. 0.TO 15626No25 H 637.1667.TO 5000 | | | | | 7*12c/c325 | | | | | | | | 7*12c/c325 | | 4No25|H 63. 0.TO 4401 | | | | | | | | ||================================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | |oooooo | |oooooo | |oooooo | |oooooo | | 3#25 | | 3#25 | | | | 6#25 | | 6#25 | | 6#25 | | 6#25 | | | | | | | | | | | | | | | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | | | oooo | | oooo | | oooo | | oooo | | oooo | | oooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 20 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 21

=====================================================================

BEAM NO. 122 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4256. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 6 - 25MM 1251. 5000. NO YES

B E A M N O. 122 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 102.05 KNS Vc= 192.95 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 9.9 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 102.44 KNS Vc= 192.95 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 9.9 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 90J____________________ 5000X 400X 700_____________________ 91J____ | | ||=========================================================================|| | 3No25|H 637. 0.TON1562H|637.1251.TO 5000| | | | | | | 7*12c/c325 | | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4256 | | | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | |oooooo | |oooooo | |oooooo | |oooooo | |oooooo | | 3#25 | | 3#25 | | 6#25 | | 6#25 | | 6#25 | | 6#25 | | 6#25 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 21 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 22

=====================================================================

BEAM NO. 123 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4260. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 6 - 25MM 1251. 5000. NO YES

B E A M N O. 123 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 102.26 KNS Vc= 193.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 9.9 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 102.24 KNS Vc= 193.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 9.9 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 91J____________________ 5000X 400X 700_____________________ 92J____ | | ||=========================================================================|| | 3No25|H 637. 0.TON1562H|637.1251.TO 5000| | | | | | | 7*12c/c325 | | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4260 | | | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | |oooooo | |oooooo | |oooooo | |oooooo | |oooooo | | 3#25 | | 3#25 | | 6#25 | | 6#25 | | 6#25 | | 6#25 | | 6#25 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 22 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 23

=====================================================================

BEAM NO. 124 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4260. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 6 - 25MM 1251. 5000. NO YES

B E A M N O. 124 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 102.25 KNS Vc= 193.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 9.9 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 102.25 KNS Vc= 193.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 9.9 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 92J____________________ 5000X 400X 700_____________________ 93J____ | | ||=========================================================================|| | 3No25|H 637. 0.TON1562H|637.1251.TO 5000| | | | | | | 7*12c/c325 | | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4260 | | | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | |oooooo | |oooooo | |oooooo | |oooooo | |oooooo | | 3#25 | | 3#25 | | 6#25 | | 6#25 | | 6#25 | | 6#25 | | 6#25 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 23 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 24

=====================================================================

BEAM NO. 128 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4651. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 633. 3 - 32MM 1930. 5000. NO YES

B E A M N O. 128 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 113.52 KNS Vc= 197.42 KNS Vs= 0.00 KNS Tu= 0.13 KN-MET Tc= 10.2 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 90.97 KNS Vc= 197.42 KNS Vs= 0.00 KNS Tu= 0.13 KN-MET Tc= 10.2 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 97J____________________ 5000X 400X 700_____________________ 98J____ | | ||====================== ==============================================|| | 3No25|H 637. 0.TO 1562 3No32 H 633.1930.TO|5000| | | | | | 7*12c/c325 | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4651 | | | | | | | | ||===================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | OOO | | OOO | | OOO | | OOO | | 3#25 | | 3#25 | | | | 3#32 | | 3#32 | | 3#32 | | 3#32 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 24 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 25

=====================================================================

BEAM NO. 129 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4234. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 633. 3 - 32MM 1930. 5000. NO YES

B E A M N O. 129 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 101.49 KNS Vc= 196.00 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 10.1 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 103.01 KNS Vc= 196.00 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 10.1 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 98J____________________ 5000X 400X 700_____________________ 99J____ | | ||====================== ==============================================|| | 3No25|H 637. 0.TO 1562 3No32 H 633.1930.TO|5000| | | | | 7*12c/c325 | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4234 | | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | OOO | | OOO | | OOO | | OOO | | 3#25 | | 3#25 | | | | 3#32 | | 3#32 | | 3#32 | | 3#32 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 25 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 26

=====================================================================

BEAM NO. 130 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4234. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 633. 3 - 32MM 1930. 5000. NO YES

B E A M N O. 130 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 102.11 KNS Vc= 195.62 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.0 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 102.38 KNS Vc= 195.62 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.0 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 99J____________________ 5000X 400X 700_____________________ 100J____ | | ||====================== ==============================================|| | 3No25|H 637. 0.TO 1562 3No32 H 633.1930.TO|5000| | | | | 7*12c/c325 | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4234 | | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | OOO | | OOO | | OOO | | OOO | | 3#25 | | 3#25 | | | | 3#32 | | 3#32 | | 3#32 | | 3#32 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 26 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 27

=====================================================================

BEAM NO. 131 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4234. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 633. 3 - 32MM 1930. 5000. NO YES

B E A M N O. 131 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 102.25 KNS Vc= 195.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.0 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 102.25 KNS Vc= 195.51 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.0 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 100J____________________ 5000X 400X 700_____________________ 101J____ | | ||====================== ==============================================|| | 3No25|H 637. 0.TO 1562 3No32 H 633.1930.TO|5000| | | | | 7*12c/c325 | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4234 | | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | OOO | | OOO | | OOO | | OOO | | 3#25 | | 3#25 | | | | 3#32 | | 3#32 | | 3#32 | | 3#32 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 27 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 28

=====================================================================

BEAM NO. 135 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4651. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 633. 2 - 32MM 1930. 5000. NO YES

B E A M N O. 135 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 117.17 KNS Vc= 194.84 KNS Vs= 0.00 KNS Tu= 0.21 KN-MET Tc= 10.0 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 87.32 KNS Vc= 194.84 KNS Vs= 0.00 KNS Tu= 0.21 KN-MET Tc= 10.0 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 105J____________________ 5000X 400X 700_____________________ 106J____ | | ||====================== ==============================================|| | 3No25|H 637. 0.TO 1562 2No32 H 633.1930.TO|5000| | | | | | 7*12c/c325 | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4651 | | | | | | | | ||===================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | OO | | OO | | OO | | OO | | 3#25 | | 3#25 | | | | 2#32 | | 2#32 | | 2#32 | | 2#32 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 28 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 29

=====================================================================

BEAM NO. 136 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4234. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 4 - 25MM 2105. 5000. NO YES

B E A M N O. 136 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 100.35 KNS Vc= 195.75 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 10.1 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 104.15 KNS Vc= 195.75 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 10.1 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 106J____________________ 5000X 400X 700_____________________ 107J____ | | ||====================== ============================================|| | 3No25|H 637. 0.TO 1562 4No25 H 637.2105.TO 5000 | | | | 7*12c/c325 | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4234 | | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | oooo | | oooo | | oooo | | oooo | | 3#25 | | 3#25 | | | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 29 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 30

=====================================================================

BEAM NO. 137 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4234. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 4 - 25MM 2105. 5000. NO YES

B E A M N O. 137 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 101.61 KNS Vc= 196.68 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.1 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 102.89 KNS Vc= 196.68 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.1 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 107J____________________ 5000X 400X 700_____________________ 108J____ | | ||====================== ============================================|| | 3No25|H 637. 0.TO 1562 4No25 H 637.2105.TO 5000 | | | | 7*12c/c325 | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4234 | | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | oooo | | oooo | | oooo | | oooo | | 3#25 | | 3#25 | | | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 30 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 31

=====================================================================

BEAM NO. 138 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4234. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 4 - 25MM 2105. 5000. NO YES

B E A M N O. 138 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 102.25 KNS Vc= 196.95 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.1 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 102.25 KNS Vc= 196.95 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.1 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 108J____________________ 5000X 400X 700_____________________ 109J____ | | ||====================== ============================================|| | 3No25|H 637. 0.TO 1562 4No25 H 637.2105.TO 5000 | | | | 7*12c/c325 | | | | | | | 7*12c/c325 | | 3No25|H 63. 0.TO 4234 | | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | oooo | | oooo | | oooo | | oooo | | 3#25 | | 3#25 | | | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 31 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 32

=====================================================================

BEAM NO. 142 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4651. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 3 - 25MM 2813. 5000. NO YES

B E A M N O. 142 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 108.03 KNS Vc= 289.38 KNS Vs= 0.00 KNS Tu= 0.24 KN-MET Tc= 10.8 KN-MET Ts= 0.0 KN-MET LOAD 5 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 111.35 KNS Vc= 220.29 KNS Vs= 0.00 KNS Tu= 0.22 KN-MET Tc= 10.7 KN-MET Ts= 0.0 KN-MET LOAD 6 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 113J____________________ 5000X 400X 700_____________________ 114J____ | | ||====================== =================================|| | 3No25 H 637. 0.TO 1562 3No25 H 637.2813.TO 5000 | | | | | | | 7*12c/c325 | | 3No25 H 63. 0.TO 4651 | | | | | | | ||===================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | | | | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

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Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 33

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BEAM NO. 143 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4234. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 3 - 25MM 2813. 5000. NO YES

B E A M N O. 143 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 99.22 KNS Vc= 356.41 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 10.9 KN-MET Ts= 0.0 KN-MET LOAD 5 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 105.27 KNS Vc= 274.02 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 10.9 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 114J____________________ 5000X 400X 700_____________________ 115J____ | | ||====================== =================================|| | 3No25 H 637. 0.TO 1562 3No25 H 637.2813.TO 5000 | | | | | | 7*12c/c325 | | 3No25 H 63. 0.TO 4234 | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | | | | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

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Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 34

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BEAM NO. 144 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA, SIZE - 400. X 700. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 63. 3 - 25MM 0. 4234. YES NO 2 637. 3 - 25MM 0. 1562. YES NO 3 637. 3 - 25MM 2813. 5000. NO YES

B E A M N O. 144 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 101.49 KNS Vc= 288.90 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.8 KN-MET Ts= 0.0 KN-MET LOAD 5 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 103.00 KNS Vc= 274.27 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 10.8 KN-MET Ts= 0.0 KN-MET LOAD 5 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 325. MM C/C FOR 1864. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

___ 115J____________________ 5000X 400X 700_____________________ 116J____ | | ||====================== =================================|| | 3No25 H 637. 0.TO 1562 3No25 H 637.2813.TO 5000 | | | | | | 7*12c/c325 | | 3No25 H 63. 0.TO 4234 | | | | | | ||=============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______

| | | | | | | | | | | | | | | ooo | | ooo | | | | | | ooo | | ooo | | ooo | | 3#25 | | 3#25 | | | | | | 3#25 | | 3#25 | | 3#25 | | | | | | | | | | | | | | | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

Page 34 of 104D:\DESIGN BY AAM\4S-BLDG.anl

Friday, May 15, 2015, 09:00 AM 4-STOREY OFFICE BLDG -- PAGE NO. 35

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BEAM NO. 145 DESIGN RESULTS - FLEXURE PER CODE ACI 318-02

LEN - 5000. MM FY - 276. FC - 21. MPA,